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HomeMy WebLinkAbout1640 BASSWOOD AVE; ; CBR2021-2128; PermitBuilding Permit Finaled Residential Permit Print Date: 02/26/2024 Job Address: 1640 BASSWOOD AVE, CARLSBAD, CA 92008-1947 Permit No: ("cityof Carlsbad CBR2021-2128 Status: Closed -Finaled Permit Type: BLDG-Residential Work Class: Single Family Replacement Parcel#: 2050602700 Track#: Applied: 07/16/2021 Valuation: $970,444.07 Lot#: Issued: 12/03/2021 Occupancy Group: #of Dwelling Units: Project#: DEV2021-0192 Finaled Close Out: 12/05/2023 Plan#: Bedrooms: Construction Type: Final Inspection: 12/05/2023 Bathrooms: Orig. Plan Check#: INSPECTOR: Alvarado, Tony Occupant Load: Plan Check#: Code Edition: Sprinkled: Project Title: HARRIS RESIDENCE Description: HARRIS: NEW SFD 6,152 SF LIV/ so SF DECK / 365 SF PATIO/ 415 SF GARAGE (DEMOLITION OF EXISTING SFD DONE w/ou- PERMIT) Applicant: Property Owner: CARLOS ARCHITECTS INC 3327 ADAMS ST CARLSBAD, CA 92008-2502 (760} 579-3996 CO-OWNERS TODD AND ASHLEY HARRIS 1640 BASSWOOD AVE FEE ATTACHED ACCESSORY & UTILITY USES BUILDING PLAN CHECK FEE (BLDG) CARLSBAD, CA 92008 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) DECKS/BALCONY-NEW/REPLACE DRAINAGE FEE PLDA A Low Runoff GREEN BUILDING STANDARDS PLAN CHECK & INSPECTION PATIO -FRAME WITH COVER PUBLIC FACILITIES FEES -outside CFO SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION FEE TIER 2 -High BLDG SWPPP PLAN REVIEW FEE TIER 2 -HIGH Total Fees: $38,835.22 Total Payments To Date: $38,835.22 Contractor: DERRICK WHITE 14853 WAVERLY DOWNS WAY SAN DIEGO, CA 92128-3703 (858) 215-0329 Balance Due: AMOUNT $775.30 $2,331.00 $194.00 $98.00 $825.00 $2,138.07 $175.00 $100.00 $27,490.65 $39.00 $2,710.04 $126.16 $1,494.00 $339.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of f ees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposit ion of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance w ith Carlsbad Municipal Code Section 3.32.030. Failure t o timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov Building Permit Inspection History Finaled (city of Carlsbad Permit Type: Work Class: Status: Scheduled Date 12/17/2021 01/31/2022 03/02/2022 07/01/2022 PERMIT INSPECTION HISTORY for (CBR2021-2128) BLDG-Residential Application Date: 07/16/2021 Owner: CO-OWNERS TODD AND ASHLEY HARRIS Single Family Replacement Issue Date: Closed -Finaled Expiration Date: IVR Number: 12/03/2021 06/13/2023 34660 Subdivision: CARLSBAD LANDS Address: 1640 BASSWOOD AVE CARLSBAD, CA 92008-1947 Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectlon Inspection Start Date 12/17/2021 01/31/2022 Status BLDG-SW-Pre-Con 172962-2021 Passed Tony Alvarado BLDG-21 175598-2022 Passed Tony Alvarado Underground/Underflo orPlumblng Checklist Item COMMENTS BLDG-Building Deficiency Underground waste and vent plumbing lines, under water leak pressure test, scope of work per plans-approved. 03/02/2022 BLDG-11 177606-2022 Passed Tony Alvarado Foundatlon/Ftg/Plers (Rebar) Checklist Item BLDG-Building Deficiency COMMENTS March 2, 2022: 1. Verified slab, footings bottoms, compaction certification report from geotechnical engineer -approved. 2. Height and building boundary footprint setback certification requirement to property lines Verified, per surveyor certification letter-approved. BLDG-12 Steel/Bond Beam 177694-2022 Passed Tony Alvarado Checklist item BLDG-Building Deficiency COMMENTS March 2, 2022: 1. Verified slab, footings bottoms, compaction certification report from geotechnical engineer-approved. 2. Height and building boundary footprint setback certification requirement to property lines Verified, per surveyor certification letter-approved. 07/01/2022 BLDG-15 Roof/ReRoof (Patio) 186182-2022 Passed Tony Alvarado Checklist Item BLDG-Building Deficiency COMMENTS New roof sheathing/plywood sheathing with/metal connector-ST ridge straps, located at every 18" inches on center, (typical) and roof drain slope crickets, per structural engineer's plans and detail specifications. Complete Complete Passed No Complete Passed No Complete Passed Yes Complete Passed Yes Monday, February 26, 2024 Page 1 of 4 PERMIT INSPECTION HISTORY for (CBR2021-2128) Permit Type: BLDG-Residential Application Date: 07/16/2021 Owner: CO-OWNERS TODD AND ASHLEY HARRIS Work Class: Single Family Replacement Issue Date: 12/03/2021 Subdivision: CARLSBAD LANDS Status: Closed -Finaled Expiration Date: 06/13/2023 Address: 1640 BASSWOOD AVE IVR Number: 34660 CARLSBAD, CA 92008-1947 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status 09/01 /2022 09/01/2022 BLDG-13 Shear Panels/HD (ok to wrap) 190467-2022 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency 1. engineered plywood shear wall Yes anchoring schedule, metal connectors, and seismic metal connectors hold-downs, per engineered plans and detail specifications -approved. 11/21/2022 11/21/2022 BLDG-18 Exterior 197242-2022 Passed Tony Alvarado Complete Lath/Drywall BLDG-23 197243-2022 Gas/Test/Repairs Passed Tony Alvarado Complete BLDG-27 Shower 197244-2022 Pan/Tubs Passed Tony Alvarado Complete BLDG-84 Rough 197086-2022 Passed Tony Alvarado Complete Combo(14,24,34,44) Checklist Item COMMENTS Passed BLDG-14 Yes Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout Yes BLDG-34 Rough Electrical Yes BLDG-44 Yes Rough-Ducts-Dampers 12/15/2022 12/15/2022 BLDG-17 Interior Lath/Drywall 198925-2022 Passed Tony Alvarado Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency December 15, 2022: new single-family Yes dwelling gypsum board/drywall installation, anchoring and method of attachment per plan -approved. 07/28/2023 07/28/2023 BLDG-Final Inspection 219047-2023 Partial Pass Tony Alvarado Relnspectlon Incomplete Monday, February 26, 2024 Page 2 of 4 PERMIT INSPECTION HISTORY for (CBR2021-2128) Permit Type: BLDG-Residential Application Date: 07/16/2021 Owner: CO-OWNERS TODD AND ASHLEY HARRIS Work Class: Single Family Replacement Status: Closed -Finaled Issue Date: 12/03/2021 Expiration Date: 06/13/2023 IVR Number: 34660 Subdivision: CARLSBAD LANDS Address: 1640 BASSWOOD AVE CARLSBAD, CA 92008-1947 Scheduled Date Actual Inspection Type Start Date Inspection No. Inspection Status Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS July 28, 2023: 1. pending B-59 waste management recycle form. 2. Waste management, recycle and debris form -Estimate sheet was filled out in leau of actual recycle debris quantities .. 3. Page 3-"Actual recycle debris waste management quantities form"-required to be filled out properly and emailed to building inspector Tony Alvarado. 4. Informed Contractor representative Derek 5. The rest of new single-family dwelling, construction work, per engineered, plans and detail specifications -approved. BLDG-SW-Inspection Checklist Item 219061-2023 COMMENTS Passed Tony Alvarado Are inactives slopes properly stabilized? Are areas flatter than 3: 1 covered or protected? Are natural areas protected from erosion? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Have materials collected around the storm drains? Has sediment accumulated on impervious surfaces? Are dumpsters and trash receptacles covered? Has trash/debris accumulated throughout the site? Are all storage areas clean and maintained? Were spills/leaks observed during the inspection? Were there any discharges during the inspection? 12/05/2023 12/05/2023 BLDG.final Inspection 232461-2023 Passed Tony Alvarado Monday, February 26, 2024 Passed Yes Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Complete Complete Page 3 of 4 PERMIT INSPECTION HISTORY for (CBR2021-2128) Permit Type: BLDG-Residential Work Class: Single Family Replacement Status: Closed -Finaled Scheduled Actual Inspection Type Date Start Date Monday, February 26, 2024 Checklist Item BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Application Date: 07/16/2021 Owner: CO-OWNERS TODD AND ASHLEY HARRIS Issue Date: 12/03/2021 Subdivision: CARLSBAD LANDS Expiration Date: 06/13/2023 IVR Number: 34660 Address: 1640 BASSWOOD AVE CARLSBAD, CA 92008-1947 Inspection No. Inspection Primary Inspector Reinspection Inspection Status COMMENTS December 5, 2023: 1. Approved B-59 waste management recycle form. 2. Waste management, recycle and debris form -OK. 3. The rest of construction scope of work per structural engineered plans and detail specifications-OK. Passed Yes Yes Yes Yes Page 4 of 4 DATE: November 12, 2021 JURISDICTION: Carlsbad • fflT IN T ERWEST A SAF'Ebuill COMPJINV D APPLICANT D JURIS. PLAN CHECK#.: CBR2021-2128 PROJECT ADDRESS: 1640 Basswood Ave PROJECT NAME: HARRIS RESIDENCE SET: III [8J The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information . The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D lnterwest staff did not advise the applicant that the plan check has been completed. [8J lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Carlos Architects Telephone#: 760-579-3996 Date contacted: (by: ) Email: info@andrescarlosarchitect.com Mail Telephone Fax In Person REMARKS: Architect to carry approved plans to the city. There is only one complete set of plans plus 2 sets of sheets T-1, A-2.3 and A-5.0 that are perforated. By: Abe Doliente lnterwest 11 /12/21 Enclosures: 6Y-l~ sLuP sµ,.:t ~ 0· J~ -:ur=-\5~ ov)'J'-9-A ~ 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 • 1W INTERWEST DATE: August 6, 2021 JURISDICTION: Carlsbad PLAN CHECK#.: CBR2021-2128 PROJECT ADDRESS: 1640 Basswood Ave PROJECT NAME: HARRIS RESIDENCE SET: I □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes . D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Carlos Architects, Inc D lnterwest staff did not advise the applicant that the plan check has been completed. IZJ lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Carlos Architects Telephone#: 760-579-3996 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by: Email: info@andrescarlosarchitect.com Fax In Person Enclosures: 7/19/21 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92 123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBR2021-2128 August 6, 2021 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CBR2021-2128 JURISDICTION: Carlsbad PROJECT ADDRESS: 1640 Basswood Ave FLOOR AREA: SFD -6152 SF Garage -415 SF; Deck-780 SF Patio -365 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: August 6, 2021 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 7/19/21 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMC and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CBR2021-2128 August 6, 2021 PLANS Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. 1. Provide item-by-item responses on an 8-1 /2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed (vague responses, such as "Done" or "See plans," are unacceptable) 2. Provide table or summary on plot plan of the HERS FEATURE SUMMARY indicated on the CF1 R form (CBEES 10-103): a. Duct sealing b. Cooling system refrigerant charge c. Cooling system minimum airflow d. Cooling system fan efficacy e. Cooling system SEER and/or EER above minimum f. Indoor air quality (IAQ) mechanical ventilation g. Building envelope air leakage h. Quality insulation installation i. Other: 3. Specify on plot plan the REQUIRED SPECIAL FEATURES indicated on the CF1 R form. 4. Provide a sheet index on the coversheet that is coordinated with plans. 5. If there is no complying barrier between the pool and any proposed new doors, please show how compliance with section AV100.2 for pool safety will be achieved (i.e. exit alarm; self-closing, self-latching device with the release at least 54" from the floor, etc.). Carlsbad CBR2021-2128 August 6, 2021 6. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers, etc.). Additionally, provide the following note on the plans: "Submittal doc;uments for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." FIRE PROTECTION 7. Show locations of permanently wired smoke alarms and carbon monoxide alarms on each story. EXITS, STAIRWAYS, AND RAILINGS 8. Provide spiral stairway details, per Section R311.7.10.1 : a) Minimum run is 6-¾ inches measured at the walk line (which is not greater than 24½"). See the figure below. --Walkline Min. 26 in. Measuring the tread of spiral stairs at the intersection of the tread nosings and the walkline Carlsbad CBR2021-2128 August 6, 2021 Max. 12112 in radius Min. tread depth 63/• in 27.692 degrees 12 in. Walkline I Max. 241/2 1n. radius Maximum walkline radius for a spiral stairway Tread a) Maximum rise is 9-½ inches. Maximum clear opening between risers is 4 inches. b) Minimum headroom is 6 feet 6 inches. c) The minimum clear width at and below the handrails shall be 26 inches. ROOFS/DECKS/BALCONIES 9. Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1/150 of the area of each separate space . Section R317 .1.6 10. Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. Section R317 .1. 11 . Where balconies or other elevated walking surfaces are exposed to water from direct or blowing rain, snow or irrigation, and the structural framing is protected by an impervious moisture barrier, the construction documents shall include details for all elements of the impervious moisture barrier system, The construction documents shall include the manufacturer's installation instructions. Section R106.1.5 Carlsbad CBR2021-2128 August 6, 2021 GARAGE 12. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. 13. Provide UL Listing for new automatic garage door opener(s). R309.4 14. Show a self-closing and self-latching door or an automatic-closing and latching door; either 1-3/8" solid core or a listed 20-minute assembly, for openings between garage and dwelling. Section R302.5.1 . 15. The area of the floor used for parking of vehicles shall be sloped to drain toward the main vehicle entry doorway. Section R309.1 FOUNDATION REQUIREMENTS 16. The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: a) The building pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 17. Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents. 18. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401 .3 STRUCTURAL 19. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form. 20. Show RB2 (6 X 14 DFL # 1) as called out on page 23 of the structural calculations. Refer to sheet S2 of the plans. 21 . Show RB3 (6 X 14 DFL#1) as called out on page 25 of the structural calculations. Refer to sheet S2 of the plans. 22 . Show HOR 6 (6 X 10 DFL#1) as called out on page 37 of the structural calculations. Refer to sheet S2 of the plans. Carlsbad CBR2021-2128 August 6, 2021 ELECTRICAL 23. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70. PLUMBING 24. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). RESIDENTIAL GREEN BUILDING STANDARDS 25. Revise the third paragraph under Residential Green Building standards on sheet T-1 and Recycling note 1 under Green Building standards on sheet A-2.2 to show 65% instead of 50%. 26. Include all applicable sections of the (MF1 R) RMS-1 form or the specifications contained thereon with the plans. 27. Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) a) Gas piping sizing based upon a minimum input of 200,000 btu/hr. b) A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. c) The "B" vent installed in a straight position from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) d) A 120-volt receptacle accessible to the heater installed within 3'. 28. Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 29. All domestic hot water piping to have the following minimum insulation installed: ½" pipe (1/2" insulation);¾" pipe (1 " insulation); 1" to 1-½" pipe (1 -½" insulation). CPC 609.11 & ES 150.0(j) a) Additionally, the ½" hot water pipe to the kitchen sink, and the cold-water pipe within 5' of the water heater both require 1" minimum insulation. ES 150.O(j) MISCELLANEOUS 30. Recheck the size of window 18 shown at the entry foyer on sheet A-2.1. Refer to sheet A-6.0 of the plans for the window schedule. Carlsbad CBR2021-2128 August 6, 2021 31. Floor plan note 16 on sheet A-2.1 refers the gas fireplace to detail 1/A-7.1 . Please clarify. 32. Sheets A-2.1 and A-2.2 refer to the cross section references to sheets A4.0 and A4.1 . These should be referred to sheets A5.0 and A5.1 . 33. Complete the blank bubble references on sheet A-5.0. 34. Reference bubble for first floor stairway plan called out on sheet A-2 .1 should be 3/A-7.2. 35. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 36. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Error! Reference source not found. at lnterwest. Thank you . ... A TR ENGINEERING (760) 535-9752 Tzerimar'99@gmail.com Structural Calculations tor Harris Residence -Single Family• Residence c/o Andrew Carlos AIA 1640 Basswood Ave Carlsbad, CA 92008 2021 s 9/30/2023 Job Number: 21.1152 July 14, 2021 Rev A -October 8, 2021 Engineer does not take any responsibility for construction, or control of the job. Engineer's responsibility is solely limited to the design of the structural members induded herein. Construction or design documents not produced in accordance with this document will void these calculations. Supervision may be contracted for assurance of proper construction. Electronic versions of these calculations may not be printed or reproduced in any way. In no event shall this document be used as a certified version unless a wet seal and signature is present > 1--u CRJ({';loa I -Qllo)8 Page 1 of 76 Table of Contents Design Values Lateral Calculations Framing Calculations Footing CalcuJations Page 2 of76 3-4 5 -18 19-62 63-76 , . .... TAHZAY_-A RAMIREZ ENGll)l'tERING Harris Residence Single Family Dwelling Project: Harris Residence -Single Family Dwelling Location: 1640 Basswood Job No: 21.1152 Design Criteria 1. Structural Design is based on the 2019 California Building Code 2. Timber (NDS 2015): A. All lumber 4x or less shall be Douglas Fir Larch #2 unless noted otherwise. B. All beams and other framing 6x or greater shall be Douglas Fir Larch #1 unless noted otherwise. C. Glu-Laminated beams shall be Douglas Fir 24F-V4. D. Plywood panels shall be 3-ply or better unless noted otherwise. E. Versalam, Fb = 3100psi 3. Concrete (ACI 318-19): A. Unless noted otherwise, 28 day F'c = 2500 psi B. Cement shall be Type 1 or Type 2 C. All reinforcing steel shall be A615 Gr. 60 unl.ess noted otherwise 4. Steel (AISC 15th ed. ASD}: A. Wide Fiange shapes shall be ASTM A992 or A572 Gr. 50 B. HSS square and rectangular tube shapes shall be ASTM AS00 Gr. 8 (Fy = 46 ksi) C. HSS round hollow sections shall be ASTM A500 Gr. B (Fy = 42 ksi). Pipes shall be A53 Gr.B unless noted otherwise. D. Channels, Angle$, and Plates shall be ASTM A36 or better (Fy = 36 ksi) 5. Aluminum (AA ADM-2020) A. All sections are assumed to be 6061-T6 Alloy Al. unless noted otherwise 8. Bolts and mechanical fasteners shall be 6061-T6 C. Filler material for welds shall be 4043, 4047, 5183, 5356, or 5556. 6. Welding: A. Steel welding shall be with E70XX low hydrogen electrodes in an approved fabricating facility. B. All field welding requires continuous special inspection. C. All shop welding shall be done in a city approved welding facility. 7. Soils -Based on Geotechnical Investigation by East County Soil Consultation, Project No. 21-1106GS, May 30, 2021 A. Allowable Bearing Capacity Q = 2000 psf B. Allowable Lateral soil pressure Pp = 350 psf C. Coefficient of Friction p = 0.4 Page 3 of 76 7/14/2021 21.1152 TR ) TAHZAYrlt RAMIREZ ENGi ERING I Vertical Loads Dead Loads Roof Dead loads Framing Sheathing Roofing Insulation Ceiling Gypsum Board Mech. Duct Allowance Miscellaneous Wall Dead l oads Harris Residence Single Family Dwelling 2x8 @ 24 o.c. 0.50 inches thick 4-Ply Felt & Gravel Cellular Glass @ 6 in Thick 0.500 inches thick Sum = Interior Walls: 2x6 @ 16-in, 1/2-in Gypsum Exterior Walls: 2x6@ 16-in, 5/8-in Gypsum, !n~ulated, 7 /8-in Stucco Floor Dead l oads Framing Sheathing Finish Gypsum Board Mech. Duct Allowance Miscellaneous Deck Dead loads Framing Sheathing Finish Gypsum Board Mech. Duct Allowance Miscellaneous Live loads TJI 16 @ 16 o.c. 0.75 inches thick Hardwood Flooring (7/8-in) 0.SOO inches thick Sum = TJI 16 @ 16 o.c. 0.75 inches thick Ceramic Tile (3/4-in) on 1/2-in mortar 0.500 inches thick Sum= Roof Live load, Lo = 20 psf Floor Live load, l = Deck/Balcony Live load, l = 40 psf 60 psf Page 4 of 76 1.1 psf 3.0 psf 5.5 psf 4.2 psf psf 2.2 psf 4 psf 1 psf 21.0 psf 6 psf 20 psf 3.4 psf 4.5 psf 4.0 psf 2.2 psf 0 psf 0.9 psf 15.0 psf 3.4 psf 4.5 psf 16.0 psf 2.2 psf 0 psf 0.9 psf 27.0 psf 7/14/2021 21.1152 TR ' .I, TAHZAY_-/il: RAMIREZ ENGlf)lffERING ~ ( .. ) 0 <9> 0> (jJ © @ ,:::; ~ (!) <cl (3) 0 Harris Residence Single Family Dwelling --r----7 I r $--7 c-1 L I ____,j -· I ·~ ' 11 J 1, ~ j --~ ,l • ..,,,_._.._,.,,.u·•-,.. ~ IJ '7] l.: = . '=1 J J ru -lJ lJ !J i --'r-r - I = Jl I ==l I :::.,_..:.._:I. ,I II I I 1~ -, r- Lower Structural Grid Page 5 of 76 ~ -(m) 6> 19) e tJ) ® © lSl ~ cE> rt> ~) 7/14/2021 21.1152 TR ' ,.I. TAHZAY-/.1: RAMIREZ ENG1!11frERING 8 l e l5 1 0 0 Harris Residence Single Family Dwelling Upper Structural Grid Page 6 of 76 7] 0 e 0 0 e 7/14/2021 21.1152 TR I A TAHZAY_-A RAMIJlEZ ENGlf)1!rERING Seismic Design loads -('y1FRS Equivalent Lateral Force Procedure Design Values: Site Soil Classification: D Risk Category: II USGS Design Maps Output Values: Harris Residence Single Family Dwelling Ss = 1.038 g SMS = 1.246 g Sos= 0.830 g S1 = 0.377 g SM1 = 0. 725 g So1 = 0.483 g Structure is primarily bearing wall system consisting of light-frame (wood) walls sheathed with wood structural panes rated for shear resistance. See ASCE Table 12.2-1 Response Modification Coefficient, R = 6.5 Overstrength Factor, Oo = 3 Deflection Amplification factor, C., = 4 Importance factor, 1. = 1.00 Long-Period Transition Period, Tl= 8 sec Approximate Fundimental Period, Ta= c;h: = 0.215 sec (ASCE 7-16 Eq. 12.8-7) (; = 0.02 h. = 23.75 x = 0.75 Check: Tt > Ta Check: T, = S0i/S05 = 0.582 sec ~ T1 < 1.5T, Seismic Response Coefficient: Cs= S05I.fR = 0.128 W { S01I.fT1R = 0.346 W for Ta S Tl Cs.MAX = tr 2 So1Tlle' ,1 R = 12.85 W for T0 > TL Cs,MIN = 0.0445osle = 0.037 W Use Cs= 0.128 W W = 305.0 ~ip V = c;w = 38.95 kip, Total Seismic Base Shear Vertical Distribution of Seismic Forces Story w, h. w,h/ w,h// (kip) 1ft) I:w1h1 Roof 115.2 23.75 2734.836 0.552 Floor 189.9 11.67 2216.086 0.448 Sum 4950.9 Horizontal Distribution of Seismic Forces Story w, F, SF1 sw, (ASCE 7-16 Eq. 12.8-2) (ASCE 7-16 Eq. 12.8-3) (ASCE 7-16 Eq. 12.8-4) (ASCE 7-16 Eq. 12.8-5) F, SF1 (kip) (kip) 21.52 21.52 17.44 38.95 Controlling F • (kip) (kip). (kip) (kip) F.,, 0.2S05w0, 0.4S05W0, Roof 115.2 21.52 21.52 115.15 0.19 0.17 0.33 Floor 189.9 17.44 38.95 305.05 0.13 0.17 0.33 Sum 305.047 38.95 Page 7 of 76 7/14/2021 21.1152 TR • A TAHZAY_-/¼: RAMIREZ ENGlf)lifERING Wind Design loads· MFRS Design Values: Harris Residence Single Family Dwelling Wind values for the equipment room addition are determined in accordance with ASCE 7-16 Chapter 28- Envelope procedure for low rise buildings method 2. Risk Category= II Basic Wind Speed, V = 96 mph Excerpt from ASCE 7-16 Table 26.11-1 Exposure Category = C a Zg Zmin C I Mean Roof Height, h = 23. 75 ft B 7 1200 30 0.3 320 Kd= 0.85 C 9.5 900 15 .0.2 500 K, = 2.0l(z/z,}210 = 0.935 D 1,1.5 700 7 0.15 650 Kn = 1.00 Qh = 0.00256K,KnKdV2 = 18.75 psf Check Min wind pressure, <lh,min = 16 psf for wall areas Qh,min = 8 psf for roof areas Roof Slope: 0 :12 = 1. Horizontal Wind Pressures p,130 (psf): Vertical Wind Pressures p,130 (psf): D I -1~.6 I -1~.o I -1~.3 I H -4.5 -7.8 P, = AKnPs,30 *Values linearly interpolated for roof angle. See ASCE figure 28.5-1 Range Page 8 of 76 E 0.333 0.200 0.U5 7/14/2021 21.1152 TR ,;. TAHZAY • RAMIREZ ENGi ERING Line Loads Seismic Forces Roof Level p = 13 Line Trb. Araa ~ 0.7p(4- C E F G H J/K 2/3 4/5/6/7 9 Wind Forces Roof Level Roof Trib Ht. = Ps,A = 18.9 Applied Forces Line (ftz) 333 396 44S 297 722 524 122 1411 1183 psf End Zone? C Yes E No F No G No H No J/K Yes 2/3 Yes 4/5/6/7 No 9 Yes (Iba) (Iba) 2638 2401 3135 2853 3524 3207 2351 2139 5717 5202 4152 3778 970 882 11178 10172 9369 8526 0 ft Wall Ht.= P,e= -9.8 psf Trb.L 2a (ft) (ft) 12.33 6 t4.9 0 18.42 0 12.4 0 25.3 0 16.4 6 5.0 6 16.8 0 12.0 6 Harris Residence Single Family Dwelling Floor Level line Trb.Araa ~ 0.7p~ {ft2) (lbs) {lbs) A 378 1538 1399 C 521 2117 1926 D 290 1179 1073 E 446 1814 1651 F 297 1205 1097 G 297 1205 1097 H 575 2337 2127 I 913 3709 3375 L 574 2332 2122 1 565 2289 2083 2/3 459 1860 1693 4/5/6/7 1865 7557 6877 9 1414 5729 5213 9 ft I )..= 1.29 qhmln = 16 P,.c = 12.5 psf P,,o = -5.805 psf Qh.mln = 8 Roof Walls Fe Fo FA Fe I(p,A) (lbs) (lbs) (lbs) {lbs) (lbs) 0 0 509 356 866 0 0 0 840 840 0 0 0 1037 1037 0 0 0 699 699 0 0 0 1422 1422 0 0 509 587 1096 0 0 509 0 509 0 0 o· 943 943 0 0 509 338 847 Least Horizontal Dimension, B = 47.67 ft Mean Roof Ht, h = a = 3.0 ft Page 9 of 76 7/14/2021 21.1152 TR psf for wall areas psf for roof areas Fmin 0.6F (lbs) (lbs) 888 533 1074 645 1326 796 894 537 1818 1091 1182 709 360 306 1206 724 864 518 23.75 ft I ~ TAHZAY_-/!: RAMIREZ ENGlf1ffERING Wind Forces Floor Level Roof Trib Ht. = Ps.A= 17.7 Applied Forces line psf End Zone? A Yes C No D No E No F No G No H No I No L Yes 1 Yes 2/3 No 4/5/6/7 No 9 Yes 0.00 ft Wall Ht= Ps.B= -9.1 psf Trb,L Za (ft) (ft) 7.92 6 10.92 0 8.83 0 18.25 0 12.33 0 12.33 0 16.08 0 19.17 0 17.92 6 11..25 6 11.67 0 24.50 0 12.00 6 Harris Residence Single Family Dwelling 10 ft I J..= Ps,c= 11.7 psf P,.o= Roof Fa Fo FA (lbs) (lbs) (lbs) 0 0 531 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 531 0 0 531 0 0 0 0 0 0 0 0 1008 Page 10 of 76 1.21 -5.445 psf Walls Fe I(p,A) (lbs) (lbs) 113 643 1218 1218 518 518 2035 2035 1375 1375 1375 1375 1793 1793 2250 2250 700 1230 308 839 1301 1301 2732 2732 669 1677 Fmin (lbs) 634 i660 707 2774 1874 1874 2444 1534 14.34 900 1773 3724 1824 7/14/2021 21.1152 TR 0.6F (lbs) 386 99'6 424 1664 1124 1124 1466 1350 ~60 540 1064 2234 10Q4 I A TAHZAY_ -A RAMIREZ ENGl~ifERING Individual Shear Wall Design: Roof Level Pier Dimensions & Nailing Requirements Line Wall ht. L,o, L.nin (ft) (ft) (ft) C 9 7.33 7.5 E 9 10 10 F 9 18 18 G 9 18 18 H 9 10.5 10.5 J/K 9 8.5 3 2/3 9 3.83 3.83 4/5/6/7 9 33 10.25 9 9 39.25 7.25 Wall Overturning Lin• RoofD_L Trlb. l Wa!IDL (psfl (ft) (psf} C 23 4.00 20 E. 23 4.5 6 F 23 5.833 6 G 23 6.3 6 H 23 5.0 6 J/K 23 4.5 20 2/3 23 2 20 4/5/6/7 23 2 20 9 23 2 20 Wall Deflections E= 1600000 psi A= 12.25 in' Line Strap1SJ End Leth T 1)1 • (in) (lbs) C CM5TC16 15 3439 E CS14(10d) 15 2490 F CS18 (Sd) 11 1370 G CS18 (8d} 11 1370 H CMSTC16 20 4585 J/K CMSTC14(10d 30 7088 2/3 CS14 (10d) 15 2490 4/5/6/7 CS14 (10d) 15 2490 9 CS16 (10d) 11 1705 Notes: Harris Residence Single Family Dwelling 8Ll('d?l1J FE Fw (lbs) (lbs) Yes 2401 533 Yes 2853 645 Yes 3207 796 Yes 2139 537 Yes 5202 1091 Yes 3778 709 Yes 882 306 Yes 10172 724 Yes 8526 518 OTMe OTMw RMe1s1 (lb-ft) (lb-ft) (lb-ft) 22106 4905 3508 25679 5801 3611 28861 7162 13979 19254 4829 14828 46818 9817 4272 18003 3380 585 9331 3231 760 28435 2023 5445 14174 862 2724 I,= 1.00 Cd= A IID,d ()Jib) G m 6 [a) • (W (in) (kips/in) (In) 0.024 13 0.268 0.025 13 0.228 0.024 10 0.175 0.024 10 0.121 0.024 20 0.257 0.028 28 0.364 0.025 13 0.267 0.025 13 0.244 0.022 10 0.232 (1] -Walls exceeding 1.5:1 shall be blocked shear walls. Refer to SDPWS Table 4.3.4 for allowable aspect ratios. (2) -Refer to shear wall schedule for nailing and panel requirements associated with this mark. (3] -Dead loads for walls resisting seismic loads are reduced by a factor of (0.6--0.2SDS) (4)-Dead loads for walls resisting wind loads are reduced by a factor of 0.6 h/blll v. 1.20 328 0.90 285 0.50 178 0.50 119 0.86 495 3.00 667 2.35 271 0.8.8 308 1.24 217 RM.,,141 NatOTe (lb-ft) (lb-ft) 4590 18598 4725 22067 18289 14882 19400 4426 5590 42546 765 17417 995 8571 7123 22991 3564 11450 4 c~/1. A 191 • (in) (In) 1.073 2.16 0.914 2.16 0.701 2.16 0.4133 2.16 1.030 2.16 1.456 2.16 1.068 2.16 0.977 2.16 0.928 2.16 Vw 73 64 44 30 104 125 94 22 13 NatOTw (lb-ft) 315 1076 -11127 -14571 4228 2614 2236 -5100 -2702 Wall Adequ11te? Yes Yes Yes Yes Yes Yes Yes Yes Yes 7/14/2021 21.1152 TR Req'd Muk121 4 4 3 3 6 8 4 4 3 Tension (lbs) 2480 2207 827 246 4052 5806 2238 2243 1579 (5)-Holdowns and associated design values are derived from Simpson Strong Tie catalog C-C-2017. Re.fer to manufacturer requirements or construction drawings for additional spedfications. (6)-Fastener slip OHD,el Is Interpolated from the maximum deflection specified by the manufacturer In proportion to the actual applied load. (7) -Derived from SDPWS 2015 Table 4.3A (8)-See SOPWS 2015 equation 4.3-1 Page 11 of 76 TAH~AY-A-RAMIREZ ENG1f1~ERING Individual Shear Wall Design: Floor Level Pier Dimensions & Nailing Requirements Line Wall ht. L,., Lmin (ft) (ft) (ft) A 10 8.5 4 C 10 18 18 D 10 7.833 3.833 E 10 13 13 F 10 2 2 G 10 2 2 H 10 4 2 I 10 13.5 13.5 L 10 5.5 5.5 1 10 37 6 2/3 10 14.5 14.5 4/5/6/7 10 52.5 6.5 9 10 50.5 5 Wall Overturning Line FloorDL Trlb. l WallDL (psf) (ft) (psf) A 27 2.00 20 C 15 1.00 20 D 27 10:QO 20 E 15 14.50 20 F 15 1.00 6 G 15 6.50 6 H 15 7.00 20 I 15 8.00 20 L 21 8.00 20 1 21 8.00 20 2/3 15 1.00 20 4/5/6/7 15 1.00 6 9 15 1.00 6 "Deflections computed on next page. Harris Residence Single Family Dwelling BLK'd?111 Fr Fw (lbs) (lbs) Yes 1399 386 Yes 4327 1529 Yes 1073 424 Yes 4504 2309 Yes 4303 1920 Yes 3236 1661 Yes 7329 2557 Yes 450? 1563 Yes 4767 1357 No 2083 540 Yes 2575 1370 Yes 17049 2958 Yes 13739 1613 OTMr OTMw RMl1 (lb·ft) (lb·ft) (lb-ft) 8231 2271 932 43269 15286 15973 6848 2706 1583 45039 23089 16179 45087 15628 13373 47666 13567 2553 3378 876 3038 25751 13696 10365 21108 3662 727 13603 1597 430 Page 12 of 76 h/b111 2.50 0.56 2.61 0.77 5.00 5.00 5.00 0.74 1.82 1.67 0.69 1.54 2.00 RM,}41 (lb-ft} 1219 20898 2072 21167 17496 3340 3974 13561 951 563 v. 206 240 179 346 5379 4045 4580 334 867 56 178 325 272 NetOTr (lb·ft} 7299 27296 5265 28860 31714 45113 341 15386 20382 13173 Vw 57 85 71 178 2400 2076 1598 116 247 15 94 56 32 Net OTw (lb·ft) 1052 -5612 635 1922 -1868 10227 -3099 134 2712 1034 7/14/2021 21.1152 TR Req'd Mark121 3 3 3 4 HFX HFX HFX 4 8 1 3 4 4 Tension (lbs) 1825 1516 1373 2220 2349 8202 57 1061 3136 2635 I ,.I. TAHZAY_./!: RAMIREZ ENGll)lifERING Wall Deflections E= 1600000 psi Lina HOISi A HTT4(10d) C HTT4(10dj D HTT4{10dj E HTT4{10d) F G H I HTT4(10d) L HD12(4x) 1 LTT19(10d 2/3 LTT19(10d 4/5/6/7 HTT4(10d) 9 HTT4(10d) A= 12.25 in2 T 151 I (lbs) 3610 3610 3610 3610 3610 11350 1340 1340 3610 3610 Harris Residence Single Family Dwelling I = • 1.00 Cd = 4 15)(6) Aoo.e1 Sht 2 G,Pl 6,w [SJ (in) Sld•s? (kips/In) (in) 0.043 No 10 0.335 0.036 No 10 0.266 0.033 No 10 0.2,83 0.053 No 13 0.318 See HFX calculations See HFX Calculations See HFX Calculations 0.056 No 13 0.308 0.124 No 28 0.599 0.007 No 10 0.071 0.124 No 10 0.268 0.075 No 13 0.385 0.063 No 13 0.357 Page 13 of 76 ~,,. t._l'l (in) (in) 1.342 2.4 1.064 2.4 1.132 2.4 L272 2.4 1.234 2.4 2.394 2.4 0.28S 2-4 1.073 2.4 1.540 2.4 1.428 2.4 7/14/2021 21.1152 TR Willf Adequiltel Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Shear wall Schedule Minimum Fastener lntermedi Anchor Wall Mark nominal panel Penetration Edge Nail Blocking? Seismic Wind Bolts Sill plate Sill plate Block/Sill ate thickness into Framing Spacing Nailing 1/2"cj>x7" Nailing-SN Nailing A35Clips member or Blocking (In) Uni (in o.c.l lino.c.\ lolfl lolfl lin o.c.\ f in o.cJ !in o.c.) 1 15/32 1 3/8 8d@6" 8d @ 12" no 156 219 n 16d Sinker 6 30 2 15/32 13/8 8d @4" 8d @12" no ·228 320 72 16d Sinker 4 24 3 15/32 1 3/8 8d @6" 8d @12" ves 260 365 72 16dSlnker 3 22 4 15/32 1 3/8 8d@4" 8d @12" yes. 380 533 60 16d Sinker 2 12 5 15/32 1 3/8 8d@3" 8d @12" yes 490 685 48 5/8" Lag 12 12 6 15/32 1 3/8 8d@2" 8d @12" ves 640 895 36 5/8" lag 10 8 7 15/32 Struc 1 11/2 10d@3" 10d@6" ves 665 930 36 5/8" Lai! 10 8 8 15/32 Struc 1 11/2 10d@2" 10d@6" ves 870 1218 24 5/8" lag 8 6 9 15/32 Struc l 11/2 10d @3" 10d@6" 1330 1860 18 5/8" Lag 5 4 2 Sided yes notes: a. 7/16-inch and 3/8-inch nominal ply or OSB panels may substituted for t he specified panel thickness provided 1) the studs are spaced a maximum of 16" o.c. and 2) panels are applied with long dimension across the studs. b. For species and grades of framing other than Douglas-Fir larch or as specified in the drawings, consult the engineer of record. c. moisture content of the framing at the time of fabrication shall not be greater than 1996. d. Where panels are applied on both sides of a shear wall and nail spacing ls greater than 6" o.c., panel joints shall be offset to fal.l on different framing members. Alternatively, the width of the nailed face of framing members shall be 3" nominal or greater at adjoining panel edges and nails at all panel edges shall be staggered. e. Specified edge and field nails may be common or box fasteners. Galvanized nails shall be hop-dipped or tumbled. Where blocking Is specified, all members and blocking used for shear wall construction shall be 2" nominal or greater; all in sheathing shall occur over and be fastened to common framing members or common blocking. f. where panel nailing ls 4" o.c. or less, special Inspection is required. g. wood structural panels shall conform to the requirements for its type In DOC PS 1 or PS 2. Exterior grade panels shall be used for all walls that form part of the exterior of the structure. h. panels shall not be less than 4'x8' except at boundaries and shanges in framing. All panel edges of all panels shall be supported by and be fastened to framing members or blocking. I. where nail spacing is 4" o.c. or less, the nailed face of a common framing member or blocking at panel edges shall be 3" nominal or greater. Nailing shall be staggered at all panel edges. j. Anchor bolts shall be F1554 Gr. 36 or better. Where the seismic design category Is E or F, use 5/8" diameter anchor bolts. All anchor bolts shall have a 3"x3"x0.229" plate washer. k.16" Sinker= 0.148" x 3-1/4" I. Lag screws shall have a minimum main member penetration of 2.5" to achieve the listed table loads. Page 14 of 76 MITek· ----------------------------------------HARDY FRAME. Shoat Wall Systems Table 1.1 A Milek® _H_ardy Frame® Installation -on Concre~e 1,2 Concrete Seismic R=6.5, C0 =4.0 Wind Model Not Height Compressive HD Boll Dia (in) Applied Axial Allowable Allowable Number H (In) Strength f'c and Grado3 load4 In-Plane Shear Drift at ur,111t at In-Plane Shear Drift at Uf.llltat (psi) Vs (lbs} V5(1n) V •8 (tbs) V 5 (lbs} V5 (In) V •1 (lbs) I 000 1625 0.414 21620 1625 0.412 21 620 I 1/8" STD 3 500 I 615 0411 21 380 1.615 0.409 21380 2.500 6 500 1 b80 0.40?. ?(li;i;O 1.580 0.400 20 560 I 000 1915 0.488 31 340 I !llS 0.488 31 340 I I/8.1IS 3 500 1795 0.457 26150 1 795 0.457 26 150 6 500 16?5 0414 21 625 1.625 0.414 21 625 I 000 I 1/8" STD 3 500 1,740 0.442 21.615 1.740 0.440 21,615 IIFX-I5tl0 116 1/4 3,000 6 500 I 000 2.310 0.587 38 195 I t/8• HS 3 500 2,000 0.509 ?7,060 ?.190 0.557 32600 6 500 2030 0.516 27 7!15 I.ODO 1 1/6" STO 3 500 l,fl80 0.478 ?1.620 1,880 0.476 21,620 4,000 6 500 I 000 I 118" HS J 500 2,000 0.50Cl 23.◄35 2.540 0.646 33,185 Ii 500 1.000 1 1/8" STD 3 500 2,105 0.282 21,620 2.185 0.282 21,620 2,500 6.500 1.000 --mo---0.386. 39 500 2,970 0.386 ~9 500 1118' HS 3 500 2.815 0.366 33.700 2.815 I 0.366 33 700 6.500 2 605 0.339 20,745 :i.605 O.'.l:IH 28 /4b I 000 I 1/8' STD 3 500 2.255 0.291 21.110 2.295 0.2'J6 21,620 l-lfX-18(10 116 1/4 3,000 fi 500 1.000 3,510 0.45G 4<1 955 1116" HS 3 500 3.370 0.4~8 40.205 3.410 0.443 41 365 6 500 J ~20 .. !.J4I9 _3G,5.!!9 J.no __ Q!!L :J(j 5()0 --~ _,_ -1~ ---.l --1,000 I 11ft" S10 :l 500 2.255 0.?91 HJ,700 2.-135 0.314 21,620 4,000 6 500 1 000 1 118' HS ~!fil!L... 3,370 0438 32,855 4,070 0.529 44,000 6500 I 000 1 1/8' STD 3500 2,740 0.348 21,615 2.7◄0 0.348 21,615 2.bOO 6,500 I 000 4180 0.536 44 82b I 118' 1IS 3500 3,!170 050'1 Jg,075 4055 0.519 41 070 6500 3 820 0.489 36.045 3.820 0.489 36045 I 000 -· 2 855 0362 21 620 2.855 0.362 21 fi20 1 1/8 STU ~~ 2 845 0361 il.545 2845 0.31i1 2154!> IIFX·21x10 1 IG 1/4 3000 6500 2 635 036() 21430 2 835 0.360 ?1 4.10 1 000 4 7?5 0.606 46 095 1 1/!s'HS J,500 3,970 ObO!l 3'J.83fi 4660 0.591 44690 6500 4.fi55 0.51}4 4i' 755 1 OOll 2 !)/::, 0.3/tl 21,~6~ 2 97f> 0371! 21 465 1 11N srn 3 500 2965 0376 21 365 2965 O.'l71i ?1 365 4.000 6 500 2!150 0375 ?I 260 ? !JSO O.J7fi 21 260 I 000 1 1/8' HS 3 !iOll :J,970 osn!l 30,:191) 4.895 O.ftU 40,?.2(1 6 500 l DOIi 3 245 0.222 21 160 I I/ll' 510 :1 bOII 2,900 0 19\l 18,450 3,215 0.220 20910 2,500 6500 3,200 0.219 20820 I OOU 5395 0.3/3 4!>935 1 1/8· HS 3 r.oo 4.690 0.325 35.285 5300 0,367 44 165 I 6 bOO 5165 0.357 41 850 ---1,000 3335 0.229 21 040 I 1/8' STD 3500 2,!lOrl 0.J9fl 17,865 3.295 0.226 20 755 HFX-~4xHl 116 114 3,000 6.500 3,285 0.225 20660 I 000 I I 1/8" ~IS 35~ 4,690 0.325 32,355 5,695 0.394 43,200 6500 1 000 3445 0.236 20895 14 -1 J/6'Sffi 3 500 2,900 0.199 17,230 3400 0.233 20.580 4,000 6500 3300 0.232 20490 I 000 11/8" HS 3.500 4,690 0.:125 20,885 5,695 0.394 Jft,110 6500 Page 15 of76 ,,., TAHZAY RAMIREZ ENGi ERING Framing Loads at Discontinuous Shear Walls 00 = 3.0 Overstrength SOS= 0.83 Line C Applied lateral Load with Overstrength Member Length Wall Type v. (ft) (plfl FBl 7.333 4 328 FB2 7.333 4 328 Wall Overturn Member length Height Roof DL. (ft) (ft) (psf) FBl 7.333 9 21 FB2 7.333 9 21 Wall Deflections E= 1600000 psi IA = Member Length Strap~1 End lgth (ft) (in) FBl 7.333 CMSTC16 15 FB2 7.333 CMSTC16 15 Line E Applied lateral Load with Overstrenicth Member Length Wall Type v. (ft) (plf) FB.4 10 4 285 Wall Overturn Member length Height Roof DL (ft) (ft) (psf) FB4 10 9 21 Wall Deflections E= 1600000 psi IA = Member Length Strap[Sl End Lgth (ft) (in) FB4 10 CMSTC16 15 Harris Residence Single Family Dwelling Vw 0 0v.,,/p v..,,_ (plf) (plf) (plf) 73 756 380 73 7S6 380 Trib. L WallDL OTM (ft) (psf) (lb-ft) 4 20 25078.86 4 20 25078.86 12.25 in' 11.= 1.00 T 151 6Ho,e1 (5]16] G,171 • (lbs) (in) (kips/in) 3439 0.024 13 3439 0.024 13 Vw 00v,./p Ve.max (plf) (plf) (plf) 64 658 380 Trib. L WallDL OTM (ft) (psf) (lh-ft) 4.00 6 34200 12.25 in' 11.= 1.00 T,1s1 (S1[6J 8HD,el G1171 (lbs) (in) (kips/in) 3439 0.024 13 Page 16 of 76 Vw,max Governs? (plf) 533 Seismic 533 Seismic RTM NetOVT (lb-ft) (lb-ft) 3081 21998 3081 21998 led= 4 Osw181 ¼o/le (in) (in) 0.308 1.231 0.308 1.231 Vw,max Governs? (plf) 533 Seismic RTM NetOVT (lb-ft) (lb-ft) 2995 31205 I¼= 4 0 (SJ SW Cdo/le (in) (in) 0.296 1.183 v, (plf} 380 380 T/C (lbs) 3000 3000 6,19] (in) 2.16 2.16 v, (plf) 380 T/C (lbs) 3121 6.(91 (in) 2.16 7/14/2021 21.1152 TR Wall Adequate? Yes Yes Wall Adequate? Yes TAHZAY • RAMIREZ ENGi ERING Line F (and G) Applied Lateral Load with Overstrenlrth Member Length Wall Type v. (ft) (plf) FB5 18 3 178 Wall Overturn Member Length Height Roof DL (ft) (ft) (psf) FB5 18 9 21 Wall Deflections E= 1600000 psi IA = M ember Length Strap151 End Lgth (ft) (in) FBS 18 CS14(10d) 15 Line H Applied Lateral Load with Overstrength Member Length Wall Type v. (ft) (plf) FB6 10.5 6 495 Wall Overturn Member Length Height Roof DL (ft) (ft) (psf} FB6 10.5 9 21 Wall Deflections E= 1600000 psi IA = Member Length Stra.p151 End Lgth (ft) (in) FB6 10.5 ™5TCl4JlOdJ 24 Line J/K Applied Lateral Load with Overstrength Member Length Wall Type v. (ft) (plf) FB8 5.5 8 667 Wall Overturn Member Length Height Roof DL (ft) (ft) (psf) FB8 5.5 9 21 Wall Deflections E= 1600000 psi IA = Member Length Strap[SJ End Lgth (ft) (in) FB8 5.5 CMSTC14[10d) 33 Harris Residence Single Family Dwelling v. 0 0vw/p Ve.ma (plf) (plf) (plf) 44 411 260 Trib. L Wall DL OTM (ft) (psf) (lb-ft) 5.00 6 42120 12.25 in~ Ir.= 1.00 T 151 I flHo .• ,••n6J G 171 I (lbs) (in) (kips/in) 2490 0.025 10 Vw 0 0vw/p Ve.mu (plf) (plf) (plf) 104 1143 640 Trib. L WallDL OTM (ft) (psf} (lb-ft) 2.00 6 60480 12.25 in., 11. = 1.00 t,151 ~ 15)16) D.el G 171 I (lbs) (in) (kips/in) 5671 0.028 20 Vw 00vw/P ve,mu (plf) (plf) (plf} 125 1539 870 Trib. L WallDL OTM (ft) (osf) (lb-ft) 5.00 20 43065 12.25 in2 11.= 1.00 T 1s1 • fl 1>1(61 HD,el G 111 I (lbs) (in) (kips/in) 7797 0.028 28 Page 17 of 76 Vw#ffllX Governs? (plf) 365 Seismic RTM NetOVT (lb-ft) (lb-ft) 11179 30941 led= 4 6 l•l SW e,1,11. (in) (in) 0.251 1.003 Vw,max Governs? (plf) 895 Seismic RTM Net OVT (lb-ft) (lb-ft) 2297 58183 led = 4 0 !SJ SW ed6/1. (in) (in) 0.330 1.320 Vw,max Governs? (plf) 1218 Seismic RTM NetOVT (lb-ft) (lb-ft) 1871 41194 l ed= 4 O ISi SW edo/le (in) (in) 0.372 1.489 v, (plf) 260 T/e (lbs) 1719 6■1:JI (in) 2.16 v, (plf) 640 T/e (lbs) 5541 fl (91 • (in) 2.16 v, (plf) 870 T/e (lbs) 7490 6■M (in) 2.16 7/14/2021 21.1152 TR Wall Adequate? Yes Wall Adequate? Yes Wall Adequate? Yes ' ,;. TAHZAy_ -A RAMIREZ ENGl'11fERING Line 4/5/6/7 Applied Lateral Load with Overstrength Member Length Wall Type v. (ft) (plf) FBl 11.5 4 308 FB3 11.5 4 308 HORS 11.25 4 308 FB7 ;l.l..25 4 308 Wall Overturn Member Length Height Roof DL (ft) (ft) {psf) FBl 11.5 9 21 FB3 11.5 9 21 HORS 11 .. 25 9 21 F87 11.25 9 21 Wall Deflections E= 1600000 psi IA= M ember Length Strap151 End Lgth (ft) (in) FBl 11.5 CMSTC16 15 FB3 11.5 CMSTC16 15 HORS 11.25 CMSTQ16 15 FB7 11.25 CMSTC16 15 Line 9 Applied Lateralload with Overstrength Member length Wall Type v. (ft) (plf) HDR4 13 3 217 Wall Overturn Member length Height Roof Dl (ft) (ft) (psf} HDR4 13 9 21 Wall Deflections E= 1600000 psi IA = Member length Strap[SJ End Lgth (ft) (in) HDR4 13 CS14 (10d} 12 Harris Residence Single Family Dwelling Vw Oovwfp Ve.max (plf) (plf) (plf) 22 711 380 22 711 380 22 711 380 22 711 380 Trib. L Wall DL OTM (ft) (psf) (lb-ft) 2.00 20 39330 2.00 20 39330 2.00 20 38475 2.00 20 38475 12.25 in2 Ii.= 1.00 T tSl t,HD,el (5][6] G[7] • • (lbs) (in) (kips/in) 3439 0.024 13 3439 0.024 13 3439 0.024 13 3439 0.024 13 Vw Oovwfp Ve.mu (plfl (plf) (plf) 13 501 260 Trib. l WallDL OTM (ft) (psf) (lb-ft) 2.00 20 30420 12.25 in2 1,. = 1.00 T f5J t,HD,el (5][6) G ll] • • (lbs) (inl (kips/in) 1992 0.025 10 Page 18 of 76 Vw.max Governs? (plf) 533 Seismic 533 Seismic 533 Seismic 533 Seismic RTM NetOVT (lb-ft) (lb-ft) 6371 32959 6371 32959 6097 32378 6097 32378 led= 4 0 (SJ SW Cd6/le (in) (in) 0.292 1.166 0.292 1.166 0.292 1.169 0.292 1.169 Vw,max Governs? (plfl 365 Seismic RTM NetOVT (lb-ft) (lb-ft} 8141 22279 led= 4 0 (S) '" cdo/1. (in) (in) 0.257 1.029 v, (plf) 380 380 380 380 T/C (lbs} 2866 2866 2878 2878 ti 191 • (in) 2.16 2.16 2.16 2.16 v, (plf) 260 T/C (lbs} 1714 t..(9] (in) 2.16 7/14/2021 21.1152 TR Wall Adequate? Yes Yes Yes Yes Wall Adequate? Yes Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERi NG rso.535.9752 Project ID: 21.1152 Project Descr: Single Famlly Dwelling Printed 5 JUL 2021, 2 18PM de: ams. Wood Beam Softwan! CXlflYl'ilhl ENERCAI.C, INC. 1983-2020, &ild:12.20.5.31 I .I : DESCRIPTION: RR1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb+ Fb- Fc -Pril Fe -Perp Fv Fl Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling 0(0 042) Lr(0 04) 2x6 Span = 7 .0 ft 900psi 900psi 1350psi 625psi 180 psi 575psi E: Modulus of Elasticity Ebend-xx 1600 ksi Eminbend -xx 580 ksi Density 31 .21 pcf Repetitive Member Stress Increase Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : 0 = 0.0210, Lr= 0.020 ksf, T ribulary Width= 2.0 ft, (RooQ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+Lr +D+0.750Lr +0.600 Lr Only Span 0.474. 1 2x6 796.96 psi 1,681.88psi +D+Lr 3.500ft Span# 1 Maximum Shear stress Ratio Section used for this span 0.065 in 0.000 in 0.134 in 0.000 in Ratio = Ratio = Ratio = Ratio = Max. • -• Oefl Location in Span 0.1339 3.526 Load Combination Location of maximum on span Span # where maximum occurs 1286>=360 0<360 627>=180 0<180 Load Combination Support notation : Far left is #·1 Support 1 Support 2 0287 0.287 0.140 0.140 0.147 0.147 0287 0287 0.252 0.252 0.088 0.088 0.140 0.140 Page 19 of 76 Design OK 0.203: 1 2x6 45.71 psi 225.00 psi +O+Lr 6.566ft Span# 1 Max. •+• Oefl Location in Span 0.0000 0.000 Values in KIPS Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.trengineering.co ERING 1so.s35_91s2 Project lD: 21.1152 Project Descr: Single Family Dwelling Printed: I0JUL 2021, 9:21AM lie: ams. Wood Beam Software copyright ENERCALC, INC. 1983--2020, Build: 12.20.5.31 ... : DESCRIPTION: RR2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb+ Load Combination IBC 2018 Fb • Fc-Prll Wood Species : Douglas Fir-Larch Fc-Perp Wood Grade :No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckllng D(0.02799) ,Lr{0. 02666) 2x14 Span = 23.170 ft 900psi E: Modulus of Basticity 900psi Ebend-~ 1600ksi 1350 psi Eminbend -xx 580ksi 625 psi 180 psi 575psi Density 31.21pcf ' ) A 2x14 Applied Loads Service loads entered. Load Factors will be applied for calculations. • Loads on all spans ... Unifonn Load on ALL spans : D = 0.0210, Lr= 0.020 ksf, T ribulary Width= 1.333 ft DESIGN SUMMARY •iMM,i•U Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +O+Lr +D+0.750Lr +0.600 Lr Only Span 1 2 0.87t 1 2x14 987.84psl 1,125.00psl +D+Lr 11.520ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.368 in -0.099 in 0.755 in -0.204 in Ratio = Ratio= Ratio = Ratio = Max. • -• Oefl Location in Span 0.7549 11.650 0.0000 11.650 Load Combination Location of maximum on span Span # where maximum occurs 755>=360 482>=360 368>=180 234>=180 Load Combination +O+Lr Support notation : Far left is# 1 Support 1 0.628 0.307 0.322 0.628 0.552 0.193 0.307 Support 2 Support 3 0.747 0.364 0.383 0_747 0,656 0230 0.364 Page 20 of 76 0.195: 1 2x14 43.87 psi 225.00 psi +D+Lr 22.134 ft Span# 1 Max."+" Oefl Location in Span 0.0000 0.()00 -0.2037 2.000 Values in KIPS Project Title: Harris Residence Engineer: TR Project ID: 21.1152 TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERING 1so.5a5.9752 Project Descr: Single Family Dwelling Printed: 5 JUL 2021. 3 46PM Wood Beam lie: ams.e 6oftwate copyright ENERCALC, INC. 1983-2020, &.ild:12..20.5.31 I.I ! DESCRIPTION: RB1 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb+ Fb- Fc -Prll Fe-Perp Fv Ft Beam Bracing : Beam Is Fully Braced against lateraHorsional buckling ( I 6x14 A Span = 4.170 ft r ·· t 6x14 Span = 9.750 ft I T D(0.1260) Lr(O 120) 1350psi E: Modulus of Basticity 1350 psi Ebend-xx 1600ksi 925psi Eminbend -xx 580ksi 625 psi 170 psi 675 psi Density 31 .21 pcf 6X14 Span = 23.580 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weighl calculated and added lo loads Loads on all spans ... Unifonn load on ALL spans: D = 0.0210, Lr = 0.020 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall f.1aximum Deflections Load Combinalion Span +O+LI +D+LI Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+Lr +0+0.750Lr +0.60D 1 2 3 4 0.564 1 6x14 951.51 psi 1,687.50psl +D+Lr 9.750ft Span# 2 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs 0.257 in -0.082 in 0.561 in -0.179 in Ratio = Ratio = Ratio = Ratio = 1102>=360 636 >=360 504 >=180 290>=180 Max.•-• Deft Location in Span Load Combination 0.0847 0.0000 0.5607 0.0000 0.000 0.000 13.133 13.133 +O+Lr +D+Lr Support notation : Far left is #1 Support 1 Support 2 Support 3 Support 4 Support 5 1.246 6.028 3.123 0.570 2.760 1.430 0.675 3.266 1.693 1.246 6.028 3.123 1.103 5,338 2.766 0.405 1.961 1.016 Page 21 of 76 Design OK 0.322 : 1 6x14 68.50 psi 212.50 psi +D+Lr 9.750ft Span#2 Max. •+• Deft Location in Span 0.0000 -0.0618 0.0000 ..0.1786 Values in KIPS 0.000 5.801 5.801 2.170 TAHZAY ENGi Wood Beam l.f : TR Engineering RAMIREZ www.lrengineering.co ERIN G 1so_535_9152 DESCRIPTION: RB1 Vertical Reactions Project Title: Harris Residence Erigineer: TR Project ID: 21 .1152 Project Descr: Single Family Dwelling Pr1nted: 5 JUL 2021. 3 46PM tie: ams. Sollwate copyright ENERCALC, INC. 1983-2020, Btild:12.20.5.31 Support nolalioo : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Lr Only 0.570 2.760 1.430 Page 22 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERING 160_535_91s2 Project ID: 21 .1152 Project Descr: Single Family Dwelling Printed: IO JUL 2021, 1 19PM lie: ams. Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:17-20.5.31 1.1 : DESCRIPTION: RB2 CODE REFERENCES Calculatlons per NOS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: !BC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species Wood Grade : Douglas Fir-Larch : No.1 Fb + Fb- Fc-Pril Fc-Perp Fv Fl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.2441) Lr(0.2325) ' 6x14 ( I ,. 6x14 1,350.0 psi 1.350.0psi 925.0psi 625.0psi 170.0psi 675.0psi I Span= 2.0 fl I Span = 6.0 ft I T E: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0 ksi Density 31.210pcf ~. -, Applied Loads Sel\l1ce loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans ... Uniform Load on ALL spans : D = 0.0210, Lr= 0.020 ksf, Tributary Width= 11.625 ft DESIGN SUMMARY Maximum Bending Stress Ratio Sectlon used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection 0.08'. 1 6x14 141.12psi 1,687.50psi +D+Lr+H, LL Comb Run (•L) 3.184ft Span#2 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 0.004 in -0.004 in 0.007 in -0.006 in Ratio = Ratio = Ratio = Ratio = 18990>=360 11974>=360 10434>=180 Max Upward Total Deflection Overall Maximum Deflections load Combination +D+Lr+H, LL Comb Run ('L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +O+L +H, LL Comb Run ('L) +D+L+H. LL Comb Run (L') +D+L+H, LL Comb Run (LL) +D+lr+H, LL Comb Run ('L) +D+Lr+H, LL Comb Run (L') Span 1 2 8000>=180 Max. • -• Deft Location in Span Load Combination 0.0000 0.000 +D+Lr+H, LL Comb Run ('l) 0.0069 3.084 Support notation: Far left is #1 Support 1 Support 2 Support 3 2.628 1.391 1.240 0.620 1.388 0.694 1.388 0.694 1.388 0.694 1.388 0.694 2.085 1.391 1.930 0.616 Page 23 of76 Design OK 0.104: 1 6x14 22.17 psi 212.50 psi +D+Lr+H, LL Comb Run (LL) = 2.ilO()ft Span# 1 Max. •+• Dell location in Span -0.0060 0.000 0.0000 0.000 Values in KIPS TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERING 7p(t535.9752 Wood Beam .. , ; DESCRIPTION: RB2 Vertical Reactions Load Combination +O+Lr+H, LL Comb Run (LL) +O+S+H +0+0.750Lr+0.750L +H, LL Comb Run (' +0+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750Lr+0.750L+H, LL Comb Run (L +0+0.750L +0.750S+H, LL Comb Run ('L +0+0.750L +O. 750S+H, LL Comb Run (L • +O+O. 750L +0.750S+H, LL Comb Run (LL +D+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L +0.450W+H, LL Comb +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+O. 750Lr+0.750L +0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +0+0.750L +0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb +0+0.750l+0.750S+0.5250E+H, LL Comb +0+0.750L+0.750S+0.5250E+H, LL Comb +D+.0.750L +O. 750S+0.5250E+H, LL Comb +0.60D+0.60W+0.60H +0.600+0.70E+0.60H DOnly Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) HOnly Support 1 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Pnnted: 10JUL 2021. 1.19PM 1le: ams.e Softwa,e a,pyrghl ENERCALC, INC. 1983-2020, Bu,ld:12.20.5.31 Support notation : Far left is #1 Values in KIPS Support2 Support3 2.628 1.314 1.388 0.694 1.911 1217 1.795 0.636 2.318 1.159 1.388 0.694 1.388 0.694 1.388 0.694 1.388 0.694 1.388 0.694 1.911 1.217 1.7.95 0.636 2.318 1.159 1.388 0.694 1.388 0.694 1.388 0.694 1.388 0.694 1.388 0.694 1.388 0.694 0.833 0.41p 0.833 0.416 1.388 0.694 0.698 0.698 0.543 --0.078 1.240 0.620 Page 24 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.hngineering.co ERING 11,0.535.9752 Project ID: 21 .1 152 Project Descr: Single Family Dwelling Pnnted: 12JUL2021. 3.49PM 1e: ms. Wood Beam Softwate cop)ffjtl ENERCALC. INC. 1983-2020, Build:12.20.5.31 ,., : DESCRIPTION: RB3 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb + Fb - Fc-Pril Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling 1 .~50.0 psi 1,350.0 psi 925.0psi 625.0 psi 170.0 psi 675.0psi E: Modu(us ofBasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf D(0.18} , " . , ' 0(0. 17685) L\0.47113) D/0 2,,759f?_~&l1~~kj(1 .297 L(0.621E(-5.819) -r + • t t I I I , 0(0 350007)• LrcO 33334 I 1 6X14 Span = 8.0 ft 0(0 350007) Lr(O 33334) ,-,.,u I , i4, Span= 10.0 lt Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Unifonn Load : D = 0.0210, Lr= 0.020 ksf, Tributary Width = 16.667 ft, (RooQ Load for Span Number 2 Unifonn Load : D = 0.0210, Lr= 0.020 ksf, Extent = 0.0-» 0.6670 fl, Tributary Width = 16.667 ft, (RooQ Uniform Load : D = 0.0210, Lr= 0.020 ksf, Extent = 0.6670 -» 5.667 ft, Tributary Width = 11. 790 ft, (RooQ Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 5.667 -» 10.0 fl, T nbutary Width= 11.790 ft, (Floor) Unifonn Load : D = 0.020 ksf, Extent= 5.667 -» 8.667 ft, T ribulary Width = 9.0 fl, (Ext Wall) Unifonn Load : D = 0.0060 ksf, Extent= 8.667 -» 10.0 ft, Tributary Width = 9.0 ft, (lnl Waif) Point Load : D = 3.916, Lr= 1.297, L = 0.620, E = -5.879 k@5.667 ft, (FB8) DESIGN SUMMARY [Maximum Bending Stress Ratio I Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maxlmum Deflection o.9sa 1 6x14 1,607.69psi 1,687.50psl +D+Lr+H, LL Comb Run (LL) = B~Odft Span# 1 Maximum Shear Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 0.436 in -0.1 15 in 0.645 in -0.055 in Ratio= Ratio = Ratio = Ratio = 438>=360 1039>=360 296>=180 2 183>=180 Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+Lr+H, LL Comb Run (l ') Vertical Reactions Load Combination Overall MAXimum Span 1 2 Max. • -• Deft Location in Span Load Combination 0.6447 0.000 0.0000 0.000 EOnly Support notation : Far left is #1 Support 1 Support 2 Support 3 12.589 4.883 Page 25 of 76 Oesi n OK 0.599: 1 6x14 127.31 psi 212.50 psi +D+Lr+H, LL Comb Run (LL) = 8.00dft Span# 1 Max. •+• Deft Location in Span 0.0000 0.000 --0.1155 5.251 Values in KIPS TAHZAY ENGi TR Engineering RAM I A EZ www.lrengineering.co ERING 7!10.535.9752 Wood Beam I .I : DESCRIPTION: RB3 Vertical Reactions Load Combination Overall MIN_imum +D+H +D+L+H, LL Comb Run ('L) +D+L+H, LL Comb Run (L') +D+L+H, LL Comb Run (LL) +D+Lr+H, LL Comb Run ('L) +D+Lr+H, LL Comb Run (L') +D+Lr+H, LL Con\b Run (LL) +D+S+H +D+0.750Lr+0.750L +H, LL Comb Run(' +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L +H, LL Comb Run (L +D+0.750L +0.750S+H, LL Comb Run ('L +D+0.750L +0.750S+H, LL Comb Run (L' +D+0.750L +0.750S+H, LL Comb Run (LL +D+0.60W•H +D+0.708H +D+0.750Lr+0.750L+0.450W+H, LL Comb +D•0.750Lr+0.750L+0.450W+H, LL Comb •D•0.750Lr•0.750L+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb •D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L •0.750S+0.5250E+H, LL Comb +D+0.750L +0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only, LL Comb Run ('L) Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (LL) EOnly HOnly Support 1 Project Title: Harris Residence Engineer: TR Pr~ject ID: 21.1152 Project Descr: Single Family Dwelling Support notation : Far leflis #1 Support 2 Support 3 0.711 1.952 7.273 2.582 7.984 4.535 7.273 2.582 7.984 4.535 8.855 3.698 11.006 1.516 12.589 2.632 7.273 2.582 8.993 4.883 10.073 1.782 11.793 4.083 7.806 4.047 7.273 2.582 7.806 4.047 7.273 2.582 5.490 0250 8.993 4.883 10.073 1.782 11.793 4 .083 7.806 4.047 7.273 2.582 7.806 4.047 6.469 2.297 5.936 0.833 6.469 2297 4.364 1.549 2.581 --0.783 7.273 2.582 1.583 1.116 3.733 -1.067 5.316 0.049 0.711 1.952 0.711 1.952 -2.54 7 -3.332 Page 26 of 76 Printed: 12JUL202·I. 3:49PM ,le: ams.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Values in KIPS Project Tille: Harris Residence Engineer: TR Project ID: 21 .1152 TAHZAY ENGi TR Engineering RAMIREZ www:lrengineering.co ERING 160.535.9752 Project Descr: Single Famlly Dwelling Printed· 6 JUL 202 I, 11.55AM : ams. Wood Beam Softwani copyright ENERCALC, INC. 1983-2020. Buld:12.20.5.31 ,., : DESCRIPTION: HOR1 CODE REFERENCES Calculations per NOS 2018, IBC 2018. CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb+ Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 6x10 Span= 12.0 ft 1350 psi E: Modulus of Basticity 1350 psi Ebend-xx 1600ksi 925psi Eminbend -xx 580ksi 625psi 170 psi 675 psi Density 31.21 pcf I ) 1 Applied Loads se,vice loads entered. Load Factors will be applied ror calculations. Beam self weight calculated and added to loads Unifonn Load: D = 0.0210, Lr= 0.020 ksf, Tnbutary Width= 12.667ft, (Rooij DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections l oad Combination +D+Lr Vertical Reactions load Combination Overall MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.600 Lr Only Span 0.821: 1 6x10 1.385.55psi 1,687.SOpsi +D+Lr Maximum Shear Stress Ratio Section used for this span 6.00011 Span# 1 0.189 in 0.000 in 0.396 in 0.000 in Ratio = Ratio = Ratio = Ratio = Max.•-• Deft Location in Span 0.3961 6.044 Load Combination Location of maximum on span Span # where maximum occurs 761 >=360 0<360 363>=180 0<180 l oad Combinalion Support notation : Far left is #1 Support 1 Support 2 3.184 3.184 1.520 1.520 1.664 1.664 3.184 3.184 2.804 2.804 0.998 0.998 1.520 1.520 Page 27 of76 Design OK 0.374: 1 6x10 79.40 psi 212.50 psi ,.D+Lr 0.000 ft Span# 1 Max. •+• Defl Location in Span 0.0000 Values in KIPS 0.000 TR Engineering RAMIREZ www.trengineering.co , ERING 760.535.9752 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 TAHZAY ENGi Project Descr: Single Family Dwelling Pr1nted: 10JUL 2021. 9:50AM Ie: ams. Wood Beam 1.1 ; Software copyright ENERCALC, INC. 1~2020. Build:12.20.5.31 DESCRIPTION: HDR2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design load Combination IBC 2018 Wood Species : iLevei Truss Joist Wood Grade : Parailam PSL 2.0E Fb+ Fb - Fc-PrU Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ; ) 4i 5.25x1 1.25 Span = 14.0 ft 2900psi 2900ps.i 2900psi 750psi 290psi 2025 psi E : Modulus of BasUcity Ebend-xx 2000 ksi Eminbend -xx 1016.535 ksi Density 45.07pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added lo loads Unifonn load : D = 0.0270, l = 0.060 ksf, T ribulary Width = 6.250 ft, (Deck) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +O+L Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +O+L +0•0.750L +0.600 LOnly 0.515 1 5.25x11.25 1,492.63 psi 2,900.00psl +D+l 7.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span Max.•-• Deft 0.3924 0.262 in 0.000 in 0.392 in 0.000 in Ratio= Ratio= Ratio= Ratio= Location in Span 7051 Load Combination Location of maximum on span Span # where maximum occurs 641 >=360 0 <360 428 >=180 0 <180 Load Combination Support nofation : Far left is #1 Support 1 Support2 3.936 3.936 2.625 2.625 1.311 1.311 3.936 3.936 3.279 3.279 0.786 0.786 2.625 2.625 Page 28 of 76 0.299: 1 5.25x11.25 86.82 psi 290.00 psi +D+L 13.080ft Span# 1 Max. •+• Oefl Location in Span 0.0000 0.000 Values in KIPS Project Title: Harris Residence Engineer: TR TAHZAY ENGi RAMIREZ TR Engineering ERIN G www.trengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Prlnted: 5OCT2021, 4:31PM I : S. Wood Beam Software copy191I ENERCALC, INC. 198l-2020. Build:12.20.8.24 1.1 ; DESCRIPTION: HDR3 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination JBC 2018 Fb + Fb- Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E : Modulus of Basticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf 0 (2 59) Lr(O 036) L(1.875) E(O 137) 0(2 59) Lr(O 036) l(1 875) E(0.137) 0(0.015) L(0.06) V r ( ) A 6x10 Span= 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 1.0 fl, (Deck) Point Load : D = 2.590, Lr = 0.0360, L = 1.875, E = 0.1370 k@ 1.50 fl, (FB1) Point Load : D = 2.590, Lr= 0.0360, L = 1.875, E = 0.1370 k@S.667 fl, (FB1) DESIGN SUMMARY Maximum Bending Stress Ratio Sec11on used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+l Vertical Reactions l oad Combination Overan MAXimum Overall MINimum DOnly +D+l +D+lr +D+0.750Lr+0.750L +D+0.750L +D+0.70E Span 0.799 1 6x10 1,078.59psi 1,350.00psl +D+L Maximum Shear Stress Ratio Section used for this span fv: Actual 4.124ft Span# 1 0.111in 0.000 in 0.244 in 0.000 in Ratio= Ratio= Ratio = Ratio = Max. • -• Defl Location in Span 0.2439 5.000 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 1081 >=360 0<360 492>=180 0<180 Load Combination Support notation : Far left is #1 Support 1 4.822 0.135 2.678 4.822 2.714 4.313 4.286 2.TT3 Support2 4.971 0.139 2.765 4.971 2.801 4.447 4.420 2.862 Page 29 of76 Oes1 n OK 0.828: 1 6x10 140.81 psi 170.00 psi +D+l 9.234 ft Span# 1 Max. •+ • Defl location in Span 0.0000 Values in KIPS 0.()00 TAHZAY ENGi Wood Beam ,., : RAMIREZ TREngineering ERING www.lrengineering.co 760.535.9752 DESCRIPTION: HOR3 Vertical Reactions l oad Combination +0-.0.750l +0.5250E +0.60D +0.600+0.70E Lr Only LOnly E Only Support 1 4.357 1.607 1.701 0.035 2.144 0.135 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 5 OCT 202·1 . 4:31 PM re: ams.e Software copyright ENERCALC, INC. 198l-2020, Build:1220.8.21 Support notation : Far tell ls #1 Values in KIPS Support2 4.493 1.659 1.756 0.037 2.206 0.139 Page 30 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.frengineering.co ERING 760.535.9752 Project ID: 21.1152 Project Descr: Single Famlly Dwelling Printed: 10 JUL 2021, 9.59AM Wood Beam 1 : ams.e Soltware alfl)!ig/,1 ENERCALC. INC. 1983-2020, Bt.ild:1U0.5.31 .. , ; DESCRIPTION: HDR4a CODE REFERENCES Calculations per NOS 2018, IBC 2018. CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Fb+ Fb- Fc -Prtl Wood Species Wood Grade : ilevel Truss Joist Fe -Perp Beam Bracing ; ) : Parallam PSL 2.0E Fv Fl : Beam is Fully Braced against lateral-torsional buckling 0(0 1788)L(04768) DO 18 D(0.332493~ Lr(0.31666) 5.25~14.0 Span= 16.0 ft 2,900.0 psi 2,900.0psi 2,900.0 psi 750.0psi 290.0psi 2,025.0 psi E: Modulus of Baslicity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf '.) Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load : D = 0.0210, Lr= 0.020 ksf, Tributary Width= 15.833 ft, (Roo~ Uniform Load : D = 0.020 ksf, T ribulary Width = 9.0 ft, (Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 11.920 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Loca~on of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient DeOection Max Downward Total Deflection Max Upward Total DeOeciion Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L +0.60D Span 0.936 1 5.25x14,0 2,666.95psi 2,850.80psi +D+L 8.00011 Span# 1 Maximum Shear Stress Ratio Section used for this span 0.295 in 0.000 in 0.809 in 0.000 in Ratio = Ratio= Ratio= Ratio = Max.•-• Defl Location in Span 0.8089 8.058 Load Combination Location of maximum on span Span # where maximum occurs 651 >=360 0 <360 237>=180 0 <180 load Combination Support notation : Far left is# 1 Support 1 10.475 3.814 5.714 9.529 8.248 10.475 8.575 3.429 Support2 10.475 3.814 5714 9.529 8.248 10.475 8.575 3.429 Page 31 of 76 0.578 : 1 5.25x14.0 167.50 psi 290.00 psi +D+L 14.891 ft Span# 1 Max. •+• Defl Location in Span OJJ(XlO Values in KIPS 0.000 TAHZAY ENGi Wood Beam , .. : TR Engineering RAMIREZ www.trengineering.co ERING 1so_535_9152 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed· 10 JUL 2021, 9:59AM 1le: ms. Software 1:0f1Y191I ENERCAI.C, INC. 1983-2020. Build:12.20.5.31 .• l DESCRIPTION: HDR4a Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination LIOnly LOnly Support 1 Support 2 2.533 2.533 3.814 3.814 Page 32 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERING 160_535_9152 Project ID: 21.1152 Project Descr: Single Family Dwelling Printed. IOJUL2021. 1002AM 1fe: ams. Wood Beam Software a,p~I ENERCALC, INC. 1983-2020, &ald: 12.20.5.31 , .. : DESCRIPTION: HDR4b CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species : llevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb+ Fb - Fc-Prll Fc -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling • D(O 1788)L(04768) ' 0(0 18) . . D(0.332493) Lr(0.3I666) 7 ' J 5.25x14.0 Span:: 16.0 fl 2,900.0 psi 2,900.0 psi 2,900_0 psi 750.0psi 290_0psi 2,025.0 psi E(1.714) • . , E: Modulus of Basticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi 45.0?0pcf • t ) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0210, Lr = 0.020 ksf, T ri>ulary Width = 15_833 ft, (RooQ Uniform Load : D = 0.020 ksf, T nbulary Width== 9.0 fl, (Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 11-920 It, (Floor) Point Load: E = 1.714 k@ 10.250 fl, (Overturn) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum overall MINimum D Only +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L Span 0.93& 1 5.25x14.0 2,666.95psl 2,850.80psi +D+L 8.000ft Span#1 Maximum Shear Stress Ratio Section used for this span 0.295 in Ratio = 0.000 in Ratio = 0.809 in Ratio = 0.000 in Ratio = Max. • -• Deft Location in Span 0_8089 8.058 Load Combination Location of maximum on span Span # where maximum occurs 651 >=360 0 <360 237>=180 0<180 Load Combination Support notation : Far left is #1 Support 1 10.475 0.616 5.714 9.529 8.248 10.475 8.575 Support 2 10.475 1.098 5.714 9.529 8.248 10475 8.575 Page 33 of 76 Des, n OK 0.578: 1 5.25x14.0 167.50 psi 290.00 psi +D+L 14.891 ft Span# 1 Max. •+• Deft Location in Span o_oooo Values in KIPS 0.000 TAHZAY ENGi Wood Beam ... : TR Engineering RAMIREZ www.trengineering.co ERIN G 1so.535.9752 DESCRIPTION: HDR4b Vertical Reactions load Combination +D+0.70E +D+0.750l +0.5250E +0.600 +0.60D+0.70E Lr Only LOnly EOnly Support 1 6.146 8.899 3.429 3.860 2.533 3.814 0.616 Project Title: Harris Residence Engineer: TR Project ID: 21 .1 152 Project Descr: Single Family Dwelling Printed· 10 JUL 2021, 10:02AM ile: ams.e Solt.v¥9 copyriJhl ENERCALC, INC. 1983-2020, Builct12.20.5.31 Support notation : Far left is # 1 Values in KIPS Support2 6.483 9.152 3.429 4.197 2.533 3.814 1.098 Page 34 of76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.trengineering.co ERING 160_535_91s2 Project ID: 21 .1152 Project Descr: Single Family Dwelling Printed: 10 JUL 2021, 10.07AM Ie: ams. Wood Beam Soltware cop)'l91I ENERCALC, INC. 1983-2020, Build:12.20.5.31 1 .1 : DESCRIPTION: HORS CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + L6ad Combination IBC 2018 Fb - Fc -Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Fl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E(2 878} 0(0.1788)1L(0.476_.?)_ DO 18 D(0.332493)_ Lr(0.31666) 5.25x11.25 Span = 12.0 ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E: Modulus of Elasticity Ebend-xx 2.000.0 ksi Eminbend -xx 1,016.54ksi Density 45.070pcf Applied loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0210, Lr = 0.020 ksf, T ri>ulary Width = 15.833 ft, (RooQ Uniform Load : D = 0.020 ksf, T ribulary Width = 9.0 ft, (Wall) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 11.920 ft, (Floor) Point Load : E = 2.878 k@ 1.833 fl, (Over1um) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum □enection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+0.750!.r+O. 750l Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +D+L +D+Lr +0+0.750Lr+0.750L +D+0.750L Span 0.19a 1 5.25x11.25 2,314.39psl 2,900.00psi +D+L 6.000ft Span# 1 Maximum Shear Stress Ratio Section used for this span 0.180 in 0.000 in 0.492 in 0.000 in Ratio = Ratio = Ratio = Ratio = Max. • -• Oeff Location in Span 0.4915 6.044 Load Combination Locafion of maximum on span Span # where maximum occurs 801 >=360 0<360 292>=180 0<180 Load Combination Support notation : Far left is #1 Support 1 7.829 2.438 4.259 7.119 6.159 7.829 6.404 Support2 7.829 0.440 4.259 7.119 6.159 7.829 6.404 Page 35 of76 Desi n OK 0.528: 1 5.25x11.25 153.10 psl 290.00 psi +D+L 0.000ft Span# 1 Max. •+• Deft Location in Span 0.0000 0.000 Values in Kl PS TAHZAY ENGi Wood Beam TR Engineering RAMIREZ www.lrengineering.co ERING 160.535.9752 DESCRIPTION: HDR5 Vertical Reactions load Combination +D+0.70E +D+O. 750L +0.5250E +0.600 +0.60D+0.70E l.rOnly LOnly EOnly Support 1 5.966 7.684 2.555 4.262 1.900 2.861 2.438 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Support notation : Far left is #1 Support2 4.566 6.635 2.555 2.863 1.900 2.861 0.440 Page 36 of76 Pnnted. 10 JUL 202·1. 10.07AM , : ams. Softwam copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 Values in KIPS Project Title: Harris Residence Engineer: TR Project ID: 21.1152 TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERi NG 160.535.9752 Project Descr: Single Family Dwelling Pnnted: IOJUL 2021, 12.25PM lie: ams. Wood Beam Software copy!1jit ENERCALC, INC. 1983-2020, Buid:12.20.5.31 .. , : DESCRIPTION: HDR6 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb+ Load Combination IBC 2018 Fb - Fc -PrU Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.1 Fv Fl Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling D(0.1785Jlr(0 17) 6x10 r span = 13.50 n 1350psi E: Modulus of Baslicity 1350psi Ebend-xx 1600ksi 925psi Eminbend -xx 580ksi 625psi 170psi 675 psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added lo loads Uniform Load : D = 0.0210, Lr = 0.020 ksf, T nbutary Width = 8.50 fl, (RooQ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination Span +O+Lr Vertical Reactions Load Combination OveraU MAXimwn Overall MINirnum DOnly +D+lr +D+0.750Lr +0.60D Lr Only 0.705 1 6x10 1,189.02psl 1.687.S0psl +D+Lr Maximum Shear Stress Ratio Section used for this span Max.•-· Den 0.4302 6.75011 Span# 1 0.203 in 0.000 in 0.430 in 0.000 in Ratio = Ratio = Ratio = Ratio= Location in Span 6.799 Load Combination Location of maximum on span Span # where maximum occurs 797>=360 0<360 376>=180 0<:180 Load Combination Support notation : Far left is #1 Support 1 Support2 2.429 2.429 1.148 1.148 1281 1.281 2.429 2.429 2.142 2.142 0.769 0.769 1.148 1.148 Page 37 of 76 Design OK 0.290: 1 6x10 61.58 psi 212.50 psi +D+Lr 0.000 11 Span# 1 Max. •+• Defl Location in Span 0.0000 0.000 Values in KIPS TR Engineering RAMIREZ www.lrengineering.co ERING 160.535_9152 Project Title: Harris Residence El')gineer: TR TAHZAY ENGi Project ID: 21.1152 Project Descr: Single Family Dwelling Wood Beam 1e: ams.e Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 l,t : DESCRIPTION: HOR? CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination JBC 2018 Wood Species : Douglas Fir-Larch Wood Grade : No.1 Fb + Fb- Fc-Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E(7.644) 0(0 18) l D(0.05607) Lr(0.0534) I 6x10 Span= 9.0 ft 1,350.0 psi 1,350.0 psi 925.0psi 625.0psi 170.0psi 675.0psi E: Modulus of Basticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf I ) A Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Unifonn Load : D = 0.0210, Lr= 0.020 ksf, Tributary Width = 2.670 ft, (RooQ Unifonn Load : D = 0.020 ksf, T ribulary Width = 9.0 fl, (Wall) Point Load : E = 7.644 k@2.50ff, (Overturn) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.783: 1 6x10 1,690.63pst 2, 160.00psl +D+0.70E Maximum Shear Stress Ratio Section used for this span 2.496ft Span# 1 0.244 in -0.244 in 0.228 in -0.136 in Ratio= Ratio = Ratio = Ratio = Load Combination Location of maximum on span Span # where maximum occurs 443>=360 443>=360 473 >=180 793>=180 Load Combination Span Max.•-• Deft Location in Span Load Combination Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+Lr +D+0.750Lr +D+0.70E +D-0.70E +D+0.5250E 0.0000 Support 1 -5.521 -5.521 1.113 1.354 1.294 4.978 -2.751 4.012 0.000 E Only• -1.0 Support notation : Far left is #1 Support2 2.600 -2.123 1.113 1.354 1.294 2.600 --0.373 2.228 Page 38 of 76 Design OK 0.505: 1 6x10 137.30 psi 272.00 psi +D+0.70E 0.000ft Span# 1 Max. '+" Defl Location in Span --0.2435 Values in KJPS 4.040 TAHZAY ENGi !Wood Beam IMi9381·!tl•i fltf TR Engineering RAM I A EZ www.lrengineering.co , ERING 150_535_9152 DESCRIPTION: HDR7 Vertical Reactions Load Combination +D-0.5250E +0.600 +0.600+0.70E +0.600-0. 70E lrOni'f E Only E Only ' -1.0 Support 1 -1.785 0.668 4.532 -3.197 0.240 5.521 -5.521 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 13 JUL 2021, 9.09AM Software oop)fflht ENERCALC, INC. 198HO{;;~; I ,i ,Mir·· ht· Support notation : Far left is #1 Values ~ KIPS SUpport2 -0.001 0.668 2.154 -0.818 0.240 2.123 -2.123 Page 39 of76 MEMBER REPORT Level, FJla (RevA) 1 piece(s) 13/4" x 16" 1.55ETlmberStrand® LSL@ 12" OC O•,erall Leng1h: 24' 6" 0 2.4' 6" [j) All locatlons are measured from the outside face of left support (or left cantilever end). All dlmenslons are hortzontal. Design Results Actual O Locatton Allowed Result lDF Load: Combination (Pattern) Member Reaction (lbs) 668@ 21/2" 2461 (2.25") Passed (27%} -1.0 D + 1.0 L (All Spans} Shear(lbs) 584@ l' 7 1/2" 5787 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3988@ 12' 3" 14652 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.303 @ 12' 3" 0.602 Pasred (l.j955) -1.0 D + 1.0 L (All Spans) Total Load Dell. (in) 0.416 @ 12' 3" 1.204 Passed (l.j695) -1.0 D + 1.0 l (All Spans) TI-Pro'" Rating 45 40 Passed -- • Deflectlon cr1te!fa: LL (1./480) and ll (1./2.40). • Allowed moment does not rellect the adjustment for the beam stability factor. • A 4% lnaease In the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been penormed. • Deflectjon analysis Is based on composite actfon wi1h a single layer of 23/32." Weyemaeuser Edge™ Panel (2.4" Span Rating) that is glued and nailed down. • Additional considerations for the Tl-Pro-Rating lndide: None. Bearing Length loads to Supports (lbs) Supports Total Available Required Dead FloorUve Total Accessories 1 • stud wall • DF J.so· 2.25" i.so· 184 490 674 11/4" Rim Board 2 • stud wall • DF J.so· 2.2.5" 1.so· 184 490 674 1 1/4" Rim Board • Rim Board Is assooied to GNTY an loads appled directly above It, bvP=fno the member being ooslgned. Lateral Bracing Bracing Intervals Comments Top !:doe (lu) 11'4"o/c Bottom Edge (Lu) 24' 4" o/c •Maximum allowable bracing intervals based on alll)lled load. Dead Floor Live Vertical Load location (Side) Spadn9 (0.90) (1.00) Comments 1 • Uniform (PSF) Oto 24' 6" 12· 15.0 40.0 Default load Weverhaeuser Notes PASSED 0 Systern:Floor Member Type : Joist Buildlng Use : Residential Building Code : !BC 2015 Design Methodology : ASO Weyerhaeuser wal'r.!nts that the sizing of its products wi0 be In accordance with Weve,flaeuser product desfon criteria and published design values. Weyerl,aeuser expressly disclaims any other wananties related to the soft.ware. Use of this software Is not Intended to circumvent the need for a d~n professional as determined by the auth011ty halllno JUl1sdictlon. The d~ner of record, builder or framer is responsible to assure that this calculaUon Is compatible with the overall project. Accessortes (Rim Board, Blocklno Panels and Squash Blocks) are not desloned by this software. Products manufactured at weyemaeuser fadlilies are third-party certified to sustmable foresby stanclards. Weyeriiaeuser Engineered Lumber Products have been evaluated by ICC.fS under evaluatlon reports ESR-1153 and ESR-1387 itlld/or tested In accordance with applicable ASTM st.lndards. For current code evaluation reports, weyemaeuser product lterature and Jnstalat!On details refer to www.weyerhaeuser.com/woodproducts(document-&bra,y. The product alll)llcalion, Input design loads, dimensions and support Information have been provided by R>tteWEB Software Operator ForteWEB Software Operator Job Notes Tahzay Ramirez ob. TRE (760) 535--9752 Page 4( TahzavCTREllQlneering.co W<1'Cfha<uscr 10 ForteWEB v3.2, Engine: V /7/20211:08:28 PM UTC 8.2.0.17, Data: VB.1.0.16 FIie Name: Framing D:,np J / 7 r.lFORTE ~ MEMBER REPORT Level, FJ1b (RevA) 3 plece(s) 13/4" x 16" 1.55E TimberStrand@ LSL@ 12" OC 0 ,erall Length: 2A' 6• .. 0 24' 6" 13) AJl locaUons are measured from the outslde face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O LocaUon AUowed Result LOF Load: Combination (Pattern) Member Reaction (lbs) 3551 @ 24' 3 1/'l." 7383 (2. 25"') Passed (48%) -1.0 D + 1.0 LI (All Soans) Sbear(lbs) 3528 @ 22' 10 1/2" 21700 Passed (16%) 1.25 1.0 D + 1.0 i.r (All Spans) Moment (Ft-lbs) 36864 @ 13' B" S4946 Passed {67%) 1.25 1.0 D + 1.0 LI (All Spans) live Load Defl. (In) 0.504 @ 12' 7 15/16° 0.602 Passed (L/S731 -1.0 D + 1.0 LI (All Soans} Total Load Dell. (In) 1.143 @ 12' 7 3/4" 1.204 Passed (l/253) -1.0 D + 1.0 LI {All Span,s) TI-Pro'" Rating S7 40 Passed -- • Dellect!on cr1tella: U. (l/480) and Tl (l/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% Increase In the moment capacity has been added to account for repetil1ve member usage. • A structural analysis of the deck has not been perfooned. • Deftectlon analysis ls based on composite acuon with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that Is nailed down. • AdditJonal considerations for the TI-Pro-Rattll!l include: None. Bearing Length Loads to Supports (lbs) Supports Tot.al Available Requin!d Dead FloorUve Roof Uve Total Aa:essories 1 -Stud wan -OF 3.50" 2.2S" 1.50" 1626 490 1218 3334 11/4" Rim Board 2 -stud waft -OF J.so· 2.2S" 1.50" 2010 490 1542 4042 1 1/4" Rim Board • Rim Board Is assumed to carry an loads applled directly above It, bypassing the member being deslQned. lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' lrt" o/c l3ottDm Edge (Lu) 24' 4• o/c •Maxlm..n allowable bracing Intervals based on apj)lled load. Dead Flocwllve Roof live Vertical loads LocaUon (Side) Spacing (0.90) {1.00) (non-snow: .LlS) Comments 1 • Uniform (PSF) Oto 24' 6" 12· 15.0 <IO.O -Default Load 2 • Point (lb) u· a· N/A 3268 2760 Roof Beam Above I Member Notes Member w/ Roof Reaction Weverhaeuser Notes rn PASSED + 0 system : Floor Member Type : Joist Budding Use : Resldenttal Bulldill!I Code : !BC 2015 Design Methodology : A50 Weyerhaeuser warrants that the sizinO of its products wil be In accordance with Weyertiaeuser product desi!Jn cnterla and pubfished design values. Weyerhaeuser expressly disclaims any other warranties related to the soft:viare. Lise of this software Is not Intended to circumvent the need for a desii:n professlonal as detemlined by the aulhonty having jl.rtsddlon. The designer or record, bulkier or framer Is responsible to assu-e that this ralculatlon ls compaHble with the overall project Accessones (Rim Board, Blocking Panels and Squash Blocks) are not designed by this soft\vare. Products manufactured at Weyerhaeuser facllltles are third-party certtfled to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested rn accordance with applicable ASTM standards. For current code evaluation reports, Weyemaeuser product lterature and inst!llatlon details refer to www.weyerhaeuser.comfwoodproduct,;Jdocument-librafy. The product appllcatton, Input design loads, dimensions and supJJ(llt Information have been provided by ForteWEB Soft.ware Operator ForteWEB Software Operator Tahzay Ramirez TRE (760) 535-97S2 Tahr.,vl!l>TREnoineefino.co Job Not~ Page4 ~.ie, 10/7/20211:08:28 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Ale Name: Framing P;inp3 / 7 MEMBER REPORT Level, FJ2a (RevA) 1 plece(s) 1 3/4" x 16" 1.55E TlmberStrand® LSL@ 12" OC Overall length: 27 C, 24'6" AJl locatlons are measured from the outslde face of left support (or left cantilever end). All dimenslons are hortzontal. Design Results Actual O Location Allowed Result lOF load: combination (Pattern) Member Reaction {lbs) 1017 @ 2' 7 3/4" 3828 (3.50") Pasred {27%} -1.0 D + 1.0 l (All Spans) Shear(lbs} 610 @ 4' 11/2" 5787 Pasred (11%) 1.00 1.0 D + 1.0 l (All Spans) Moment (Ft-lbs) 3748 @ 15' 1 3/8" 14652 Passed (26%) 1.00 1.0 D + 1.0 l (Alt Spans) Live Load Detl. (in) 0.322@ 14' 8 5/8" 0.604 Passed (l/899) -1.0 D + 1.0 L (Alt Spans) Total Load Deli. {In) 0.4111@ 14' 10 5/16" 1.207 Passed (l/707) -1.0 D + 1.0 L (Alt Spans) TI-Pro"' Rating 43 40 Passed -- • Deflection crill.'ria: U. (11480) and TL (11240). • O,,,,tiallll deflection criteria: U. (21/4110) and TL (211240). • Alla.ved moment does not reflect the ad~ for the beam stability rac!Dr. • A 4% lncreilS8 In the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been pelfonned. • Oeflecllon analysis Is based on composite action with a single layer of 23132• Weye,tiaeuser Edge~ Panel (24" Span Rating) that Is na!led down. • Additional ronslderatlons for the TI-Pro= Rating Include: None. Bearing Length Loads to Supports (lbs) Supports Total AvaHable Required Dead FloorUve Total Accessortes I-Stud wall -OF J.so· J.so· 1.so· 423 595 1018 Blocklllll 2 -stud wall -OF 3.so· 2.2s· 1.50• 162 491/-2 653/-2 l 1/4" Rlm Board • Rim Board 1s assumed to canv an loads applied directly above it, bypassing the member beVlQ designed. • Blocking Panels are assumed to ca11y no loads applied directly aoove them and the full load Is applied to the tTlEITlber being designed. Lateral Bracing Bracfng Intervals comments Tap Edge (Lu) 12' 3" o/c Bottom Edge (I.IJ) 21' 8" o/c •Maximum allowable bradflll lnrervals based on applied load. Dead Floo,Llve Vertiq,I Loads Location (Side) Spacing (0.90) (LOO) comments l -Uniform (PSF) Oto 27 12· 15.0 40.0 Default load 2 -Point (PLF) 0 12" 180.0 - Weyerhaeuser Notes PASSED .. 0 System:Floor Member Type : Joist Building Use : Resldentlal Building Code : IBC 2015 Design Methodology : ASO Weyertiaeuser warrants that the sizing of its products will be in accormnce with Weye,tiaeoser product deslgn critena and pubiished design values. Weyerhaeuser expressly dfsdaims any other warrant!es related to the sol\ware. Use of this software Is not Intended tD circumvent the need for a design professional as delennined by the authority having jurisdiction. The designer of record, builder or framer is r1!Sp00Sible to assure that this calculation ts compatible wllh the overall project Accesso11es (Rim Board, Bloc.king Panels and Squash Blocl<s) are not designed by this software. Products manufactured at Weyemaeuser fadOOes are tltlrd-party certified to sustmable f-on!stty standards. Weyerhaeuser Engineeted Lumber Products have been evaluall!d by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and lnstaffatlon details refer to www.weyerhaeuser.rom/Woodproducls/document-library. The product application, lnl)tlt design loads, dimensions and support: Information have been provided by Forte\VEB Software Operator ForteWEB Software Operator Job Notes 10/7/20211:08:28 PM UTC Tahzay Ramirez ~ ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 TRE (760) 535-9752 Page 4~ Ale Name: Framing TahzavOTRfnglneering.co @l')ffllJClllcr -----Pnoe 4 / 7 ~JFORTE D MEMBER REPORT Level, FJ2b (RevA) 3 piece(s) 1 3/4" x 16" 1.55E TimberStrand@ LSL @ 16" OC Overall l ength: 17' 0 24' 6" 1 1 [i1 AJl locatlons are measured from the outslde face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O location Allowed Result WF load: Combination (Pattern) Member Reaction (lbs} 3584 @ 26' 9 1/2" 7383 (2.25") Passed (49%) -1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Shear (lbs) 3493 @ 25' 4 1/2" 21700 Passed (16%) 1.25 1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Moment (Ft-lbs) 35898 @ 16' 11/2" 54946 Passed (65%) 1.25 1.0 D + 1.0 IT (Alt Spans) Live Load Deft. (In} 0.488 @ 15' 2 3/16" 0.604 Passed (l/594) -1.0 D + 1.0 Lr (Alt Spans) Total Load DeH. {In) 1.088 @ 15' 2 11/16" 1.207 Passed (l/266) -1.0 D + 1.0 IT (Alt Spans) TI-Pro'" Rating 53 40 Passed -- • Deflection cmna: U (l/480) and TL (1/240), • Ove<hano dellectlon altl!fla: U (21/480) and TL (21./240). Upward deflection on left canHlewr exceeds ollefhang deflection altetia. • Allowed moment does not reflect the adjustment for the beam stability factor. • A 4% Increase In the moment capacity has been added to account for repetitive member usage. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a sinOle layer of 23/32" Weyerhaeuser Edge-Panel (24" Span Rating) that Is nailed down. • Additional eoosideratlons for the Tl-Pro'" Ratlng include: None. Bearing Length l oads to SUpports (lbs) Supports Total Available Required Dead FloorUve RoofUVe Total Accessories 1 -stud wall -OF 3.50" 3,50• 1.50" 2757 793 1852 5402 Blocking 2-Studwall-DF J.so· 2.25" 1.50· 1967 655/-2 1510 4132/-2 1 1/4" Rlm Board • Rlm Board ,s assumed to carry all loads appl"ted directly above It, 17fpasslng the member being designed. • Blocking Panels are assumed to cany no loads applled directly above them and the full load Is applied to lhe member being designed. Lateral Bracing Bracfng Intervals Comments Top Edge (Lu} 7 1• o/c Bottom Edge (Lu) "lf,' 11· o/c •Maximum aDowable braclng lnte<Vals based on applied load. Dead Fl00< live RoofUve Vertical Loads location (Side) Spacing (0.90) (LOO) (non-snow: 1.25) Comments 1 -Uniform (PSF) Oto 27 16" 15.0 40.0 -Default Load 2 -Point (PU') 0 16" 180.0 -- 3 -Point (lb) 0 N/A 675 -570 4 • Point (lb) 16' 11/2" N/A 3268 -2760 Weverhaeuser Notes PASSED 0 Sy5tefn:F1oor Member 1ype : Joist Building Use : Resldentlal Building Code: IBC2015 Design Methodology : ~ Weyemaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design ottena and publlshed design values. Weyerhaeuser expressly dlsclalms any other warranties related to the software. Use of this software Is not intended to circumvent the need for a des!Qn professlonal as deternllned by the authority having Jurisdctlon. The designer of record, builder or framer Is responsible to assura that this calculation Is compatlble with lhe overall prqject. Accessooes (Rim Board, Blocking Panels and Squash Blocks} are not designed by. this software. Products manufactured at Weyemaeuser faciWes are thfrd-pa1ty certlfled to sustainable forestJy standards. Weyerhaeuser Engineered Lumber Products have been e\lilluatoo by [CC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested fn accordance with appl!cable ASTM standards. For cum!llt code evaluation reports, wevemaeuser product iterature and Installation details refer to www.weyemaeuser.com,'woodprocfucts/document-library. The product appllcatlon, Input design loads, dimensions and support lnfonnatlon have been pro!/kled by Fo!teWEB Software Operator ForteWEB Software Operator Tahzay Ramirez TIU: (760) 535-9752 T-,h......,_.,ilft'\TOC:nnin~no.rn Job Notes 10/7/20211:08:28 PM lJTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: Framing Paoe 5 tz ~JFORTE'Eml MEMBER REPORT Level, FJ3a (RevA) PASSED 1 piece(s) 14" TJI® 360@ 16" OC Overall Leng:h: 15· 10· + 0 0 15' 3· ill ~ All locatiOfls are measured from the outside face of left: support (or left: cantilever end). All dimensions are hortzontal. Design Results Actual O Location Allowed Member Reacllon (lbs) 906@ 2 1/2° 1202 (2.25") Shear(lbs) 884 @3 1/2° 1955 Moment (Ft-lbs) 3446@7' 11" 7335 live Load Dell. (In) 0.188 @ 7' 11" 0.385 Total Load Deli. (In} 0.272 @ 7' 11" o.n1 TI-Pro"" Rating 55 40 • Deflection aitet1a: LL (1/480) and Tl (1/240). • Allowed moment does not reflect the adjustment for the beam stibility t.Ktnr. • A structural analysis of the deck has not been performed. Result LOF Passed (75%) 1.00 Passed (45%} 1.00 Passed (47%} 1.00 Passed (L/986) - Passed· (l/680} - Passed - Load: Comblnilllon {Pattern) 1.0 D + 1.0 l (All Soans) 1.0 D + 1.0 L (All Spans} 1.0 D + 1.0 l (All Spans} 1.0 D + 1.0 L (All Spans} 1.0 D + 1.0 L {All Spans} - system : Aoor Member Type : Joist 8ulldin!l Use : Residential Building Code : IBC 2015 Design Methodology : ASO • Deflection analysis is based on composite action wi1h a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Ratfng) that Is nailed down. • Add"ltlonal consideratloos for the TJ-Pm™ Rating Include: Nooe. Bearing Length Supports Total Available l • stud waff -DF 3.50" 2.25" 2 -Stud wall -OF 3.SO" Lateral Bracing Bracing Intervals Top Edoe (Lu) 5' T o/c Bottom Edge (Lu) 15" 8" o/c • TII joists are only analyzed using MaXimum Allowable bracing solutlons. •Maximum allowable bradng inteMlls based on applied load. Required 1.7.5" 1.75" Comments Vertical load Location Spacing l • Uniform (PSF) 0 to 15' 10" 16" Weyerhaeuser Notes Loads to Supports (lbs) Dead Floor Live J;otal Accessories 285 633 918 11/4• Rim Boan! 285 633 918 11/4" Rim Board Dead Floor Live (0.90) (LOO) Comments 27.0 60.0 Default load Weyertiaeuser warrants that the sizing of Its products Wii be In accordance with Weyerhaeuser product design criteria and pubrished design values. Weyerhaeuser expressly disclaims any other wam1ntles related to the software. Use of this software is oot Intended to circumvent the need for a design professional as determined by the authority ha.;119 Jurlsdiclion. The designer of record, builder or framer is responsible to assure that this calculation Is c0111patible With the overall project Accesoortes (Rim Board, Blodcing Panels and Squash Blocks) are not designed by this software. Products manuractured at Weyertiaeuser faa1itles are third-party certified to sustainable forest,y standards. Weyerhaeuser fn<lineered Lumber Products have been evaluati!d by ICC-ES under evaluat!On reports ESR-1153 and ESR-1387 and/or tested In accordance with appliable ASTM stindards. For current code evaluation reJ)()rt3, Weyerhaeuser product lterature and inst!Nat!on details refer to www.v1eyemaeuser.com/woodprnducts/document-fibra,y. The product application, Input design loads, dimensions and support lnfoonallon have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Tahzay Ramirez 1RE (760) 535-9752 Page 4• TahzavCTREnglneerino.co A. \'('t:ytfh.1cuser 10/7/20211:08:28 PM LJTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Ale Name: Framing Paoe 6 / 7 MEMBER REPORT Level, FJ3b (RevA) 1 piece(s} 14n TJI® 360@ 16" OC Overall Leng:h: 15 10 0 15' 3·· !TI All locatlons are measured rrom the outside face of left support (or left cantllever end). All dimensions are hortzontal. Design Results Actim O Location Allowed Result lOF load: Combination (Pattern) Member Reaction (lbs) 1187 @ 15' 7 1/2" 1202 (2.25") Passed (99%) 1.00 1.0 D + 1.0 L (All Spans) Shear(lbs) 1165 @ 1S' 6 1/2" 195S Passed (60%) 1.00 1.0 D + ui L (All Spans) Moment (Ft-lbs) 4018 @ 8' 6 3/8" 733S Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Deft. (In) 0.188@7 ll" 0.385 Passed (l/986 l -1.0 D + 1.0 L (All Spans) Total Load Dell. (In) 0.320@ 8' 11/16" o.n1 Passed (l/577) -1.0 D + 1.0 L (All Spans) TI-Pro'" Rating 55 40 Passed -- • Oeflecllon o1tefla: U. (l/480) and Tl (l/240). • Allowed moment does not reflect the adjustment for the beam stibility ractl>f. • A structural analysis of the dock has not been performed. • Oeflectlon analysis Is based on cOlllll(de action with a single layer of 23/32" Weyerhaeuser Edge~ Panel (24" Span Rating) that Is nailed down. • Addillonal considerations for then-Pro-Rating lndude: None. Bearing Length loads to Supports (lbs) Supports Total Available Required Dead Floor live Roofllve Total l -Stud wa0 -OF 3.so· 2.25" 1.75" 356 633 22 1011 2 -Stud wall -OF 3.50" 2.25" 2.19" 566 633 85 1284 • Rim Board Is ilSliUITleO to cany all 1DaOS appneo dlrea,y ilD<Mil it,. uypas,;,ng the member "'""II 0851\lfH!O. Lateral Bracing Bracing Intervals Top Edge (Lu) 5' 1" o{c Bottom Edge (Lu) 15' a· o/c • TII joists are only analyzed using Mamn.m Allowable bracing solut!ons. •Maximum allowable bracing lntetvals based on applied load. Comments Vertical Loads Location Spacing 1 -Uniform (PSF) 0 to 15' 10· 16" 2 -Point (PU') 12' 6" 16" 3 -Point (PU') 12· 6" 16" Weverhaeuser Notes Dead Floor live Roof live (0.90) (LOO) (non-snow: L25) 27.0 60.0 - 84.0 80.0 180.0 -- Accessories l l/4" Rim Board l 1/4" Rim Board Comments Deck Roof wall PASSED 0 System : Floor ~tember Type : Joist Building Use : Resldentlal Building Code : !BC 2015 Design Methodology : ASO Weyemaeuser warnnts that the sizing of itS P!Qducts will be in accordance with Weyerflaeuser product design Cliter1a and published design values. Weyerhaeuser expressly dlsdalms any other warranties related tD the software. Use of this software Is not Intended to droimvent the need for a design professi<ml as determined by the authority having Juris<idlon. The desioner of record, builder or framer Is responsible tD assure that this calculation Is compatible with the overall project. Accessot'les (Rim Board, Blocking Panels and Squash Btocks) are not designed by this sollware. Products manufactured at Weyerhaeuser faa"fiies are thlrd-isrty c:a1lfied to sustainable forestJy stindards. Weyerhaeuser Engin-ed lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or testoo in accordance with appliGlble ASTM stindards. For current code evaluation reports, Weyerhaeuser product literature and installation det,lls refer to www.vie)'81flaeuser.com/woodproducts/document-library. The product appilcation, Input design loads, <fmenslons and support Information have been provided by forteWEB Software Operator Fortewm Software Operator Tallzay Ramirez lRE (760) 535-9752 TahzayOTREnoineertng.co Job Notes Page4! ~scr 10/7/20211:08:28 PM lJTC ForteWEB v3.2, Engine: V8.2..0.17, Data: V8.1.0.16 Ale Name: Framing i:>aoeJ 17 Project Title: Harris Residence Engineer: TR TAHZAY ENGi RAMIREZ TREngineering ERIN G www.trengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 5 OCT 2021, 4:02PM Wood Beam ile: Hams.e Software oopyright ENERCALC, INC. 1983-2020, Build:1220.8.2' , .. : DESCRIPTION: FB1a CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Prope!1ies Analysis Method : Allowable Stress Design Load Combination JBC 2018 Fb + Fb- Fc-Pril Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling 900.0psi 900.0psi 1,350.0 psi 625.0psi 180.0psi 575.0psi E : Modulus of Basticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.21 Opcf fi'(2 gg) _Q.(.~11 t 9(0.084~ Lr(0.08/ 0(0.035991) L(0.07998) ! 4x8 r Span = 7 .333 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifonn Load : D = 0.0270, L = 0.060 ksf, Tributary Width = 1.333 ft, (Deck) Point Load : E = 2.990 k@ 5.50 It, (Overturn) Unifonn Load : D = 0.0210, Lr= 0 020 ksf, Extent= 5.333 -» 7.333 ft, T nbutary Width= 4.0 ft, (RooQ Unifonn Load: D = 0.020 ksf, Extent= 5.333-» 7.333 ft, Tributary Width = 10.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination EOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +D+L +D+Lr +D+0.750Lr+0.750L +D+0.750L Span 0,732 1 4x8 1,370.64psi 1,872.00psi +D+0.70E Maximum Shear Stress Ratio Section used for this span fv: Actual 5.486ft Span# 1 0.168 in 0.000 in 0.150 in 0.000 in Ralio = Ratio = Ratio = Ratio = Max_•-• Deft Location in Span 0.1676 4.121 Fv: Allowable Load Combination Location of maximum on sp~n Span # where maximum occurs 525>=360 0<360 585>=180 0<180 Load Combination Support notation : Far left is #1 Support 1 0.842 0.747 0.230 0.523 0.251 0.466 0.450 Support 2 2.243 2.243 0.643 0.936 0.781 0.966 0.863 Page 46 of 76 Desi n OK 0.415': 1 4x8 119.46 psi 288.00 psi +D+0.70E 6.744 ft Span II 1 Max. •+• Defl Location in Span 0.0000 0.000 Values in KIPS TAHZAY ENGi Wood Beam ,., : RAMIREZ :rREngineering ERIN G www.lrengineering.co 760.535.9752 DESCRIPTION: FB1a Vertical Reactions Load Combination +D+0.70E +Dt0.750L +0.5250E +0.60D +0.600+0.70E LrOnly LOnly E Only Support 1 0.753 0.842 0.138 0.661 0.022 0.293 0.747 Project Title: Harris Residence E11gineer: TR Project ID: 21 .1152 Project Descr: Single Family Dwelling Support notation : Far left is #1 Support2 2.212 2.040 0.386 1.955 0.138 0.293 2243 Page 47 of 76 Printed: 5 OCT 2021, 4.02PM Softwant ccp)1'ight ENERCALC, INC. 1983-2020, Bc.ild:1 Values in KIPS Project Title: Harris Residence Engineer: TR TAHZAY ENGi RAMIREZ TREngineering ERING www.lrengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 5 OCT 202"1. 4:21 PM 1e: ams. Wood Beam Software copyright ENERCALC, INC. 1983--2020, Build:12.20.81' 1 .1 ; DESCRIPTION: FB1b CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination JBC 2018 Wood Species Wood Grade : ilevel Truss Joist : Parallam PSL 2.0E Fb+ Fb - Fc-Pdl Fc-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ,· j A D(0.2009881, L(O 44664) 5.25x16.0 Span = 21.750 rt 2,900.0 psi 2,900.0psi 2,900.0psi 750.0psi 2so.opsi 2,025.0psi E: Modulus of Basticity Ebend-)9( 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pcf i Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added lo loads Unifonn Load : D = 0.0270, L = 0.060 ksf, Tributary Width = 7.444 fl, (Deck) Point Load : D = 0.4610, Lr= 0.390 k@20.420 fl, (RooQ Point Load : D = 0.6410 k @20.420 ft, (Wall) • Point Load : D = 0.6430, Lr= 0.1380, L = 0.2930, E = 2.243 k@20.420 ft, (FB1a) Unifonn Load : D = 0.0210, Lr = 0.020 ksf, Extent= 20.420 -» 21.750 H, Tributary Width = 4.0 fl, (RooQ Unifonn Load : D = 0.020 ksf, Extent= 20.420 -» 21.750 ft, Tributary Width= 10.0 ft, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+l Vertical Reactions Load Combination Overall MAX1mum Overall MINimum DOnly +D+L +D+Lr Span 0.789. 1 5.25x16.0 2,214.91 psi 2,808.86psi +D+L 11.113ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.637 in 0.000 in 0.995 ln 0.000 in Ratio = Ratio = Ratio= Ratio = Max. •-• Deft location in Span 0.9946 10.954 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 409>=360 0<360 262>=180 0<180 load Combination Support notation : Far left is # 1 Support 1 7.465 0.137 2.590 7.465 2.625 Supporl2 9.608 2.106 4.476 9.608 5.075 Page 48 of 76 Design OK 0,517: 1 5.25x16.0 149.85 psi 290.00 psi +D+L 20.480 ft Span# 1 Max. •+• Defl location in Span 0.0000 Values in KIPS 0.000 TAHZAY ENGi Wood Beam l,t : RAMIREZ TR Engineering ERIN G www.lrengineering.co 760.535.9752 Project Title: Harris Residence Engineer: TR Project 10: 21.1152 Project Oescr: Single Family Dwelling Prlnteel: 5OCT202t, 421PM Ie: ams.e Software a,pyrighl ENERCALC, INC. 1~2020. Buid:1220.8.2' DESCRIPTION: FB1b Vertical Reactions Support notation : Far left is # 1 Values in KIPS Load Combination +D+O. 750Lr+-0.750L +D>0.750L +D>0.70E +D>0.750l +0.5250E +0.600 +0.600+0.70E ltOnly LOnly E Only Support 1 support 2 6273 8.774 6246 8.325 2.686 5.950 6.318 9.431 1.554 2.686 1.650 4.160 0.036 0.599 4.875 5.132 0.137 2.106 Page 49 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERING 1so_535_9152 Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 9 JUL 2021, 12.35PM Wood Beam re: ams.e Software C0p)1'i!Jhl ENERCALC, INC. 1983--2020, Build: 12.20.5.31 I .I ; DESCRIPTION: FB2 CODE REFERENCES Calculations per NOS 20Ht IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination l~C 2018 Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fb+ Fb- Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E(2.99) ( ; A 4x10 Span = 10.250 ft 900psi 900psi 1350 psi 625psi 180psi 575psi E: Modulus of Bas/icily E6end-xx 1600 kl!i Eminbend -xx 580 ksi Density 31 .21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : E = 2.990 k@ 2.667 ft, (Overturn) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections 0.583 1 4x10 1,006.57psl 1,728.00 psi +0+0.70E 2.693ft Span#1 0.228 in 0.000 in 0.164 in 0.000 in Maximum Shear Stress Ratio Section used for this span Ratio= Ratio= Ratio = Ratio= Load Combination Location of maximum on spa,n Span # where maximum occurs 539>=360 0 <360 749 >=180 0 <180 Load Combination Span Max.•.• Deft Location in Span Load Combination E Only Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +Dt0.70E +Dt0.5250E +0.60D +0.60D+0.70E EOnly 0.2279 Support 1 2.212 2.212 0.036 1.584 1.197 0.022 1.570 2.212 4.564 Support notation : Far left is #1 Support2 0.778 0.778 0.036 0.581 0.444 0.022 0.566 0.778 Page 50 of76 0.254 : 1 4x10 73.16 psi 288.00 psi +D+0.70E 0.000ft Span# 1 Max. •+• Defl Location in Span 0.0000 Values in KIPS 0.000 Project Title: Harris Residence El']gineer: TR TAHZAY ENGi RAMIREZ :rREngineering ER I NG www.lrengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Prinle<l 5 OCT2021. 12 t3PM , : ams. Wood Beam Sollwa,e copyright ENERCALC, INC. 1983--2020, 8'Jild:1220.8.21 I.I : DESCRIPTION: FB3 CODE REFERENCES Calculations per NDS 2018, !BC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species Wood Grade : iLevel Truss Joist : MicroLam L VL 2.0 E Fb + Fb- Fc -Pril Fe-Perp Fv . Fl Beam Bracing : Beam is Fully Braced against lateral-torslonal buckling f I 2-1.75x1~ f pan = 2.50 ft ' I, D(0.020) ~(0.0?_332) 2-1.75x16 Span = 23.750 ft 2,600.0psi 2,600.0psi 2,510.0 psi 750.0 psi 285.0psi 1,555.0psi E: Modulus of Basticity Eb(ind-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 421010pcf ·I Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans ... Unifonn Load on ALL spans: D = 0.0150, L = 0.040 ksf, Tributary Width= 1.333 ft Load for Span Number 1 Point Load • D = 02660 k@ 0.0 ft, (Wall) Point Load : E = 2.866 k @ 0.0 fl, (Overturn) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.155 1 2-1.75x16 386.67psi 2,500.24psi +D+L+H, LL Comb Run ('L) = 12.3391! Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination E Only +D+L+H, LL Comb Run ('L) Vertical Reactions Load Combination Overall MAXimum Overall MINimum +O+H +D+L +H, LL Comb Run ('L) +D+L +H, LL Comb Run (L ') +D+L+H, LL Comb Run (LL) Span 1 2 Span#2 0.113 in -0.054 in 0.074 in -0.063 in Ratio= Ratio = Ratio = Ratio= Max. • -• Den Location in Span 0.1134 0.000 0.2028 12.074 528>=360 1114 >=360 808>=180 958>=180 Load Combination E Only Support notation : Far left is #1 Support 1 Support 2 support 3 3.168 3.168 0.584 1.217 0.724 1.358 0.840 -0.302 0.207 0.840 0.200 0.833 Page 51 of 76 Design OK 0.1 35 : 1 2-1.75x16 61.58 psi 456.00 psi +D+0.70E+H 1.341 rt Span# 1 Max. •+• Den Location in Span 0 0000 0.000 -0.1889 9.155 Values in KIPS TAHZAY RAMIREZ TREngineering ENGi ER I NG www.frengineering.co 760.535.9752 Wood Beam 1 .1 : DESCRIPTION: FB3 Vertical Reactions Load Combination +O+l.r+H, LL Comb Run ('L) +O+Lr+H, LL Comb Run (L') +D+Lr+H, LL Comb Run (LL) +O+S+H +0+0.750Lr+0.750L +H. LL Comb Run (' +D+0.750Lr+0.750L+H, LL Comb Run (L +D+0.750Lr+0.750L +H, LL Comb Run (l +0+0.750L +0.750S+H. LL Comb Run ('L +0+0.750L+0.750S+H, LL Comb Run {L' +D+0.750L+0.750S+H. LL-Comb Run (LL +D+0.60W+H +0+0.70E+H +0+0.750Lr+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L +0.450W+H, LI. Comb +0+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +0+0.750L+0.750S+0.450W+H. LL Comb +0+0.750L+0.750S+0.450W+H, LL Comb ~D+OJ50L +O. 750S+0.5250E+H, LL C_omb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H. LL Comb +0.60D+0.60W+0.60H +0.600+0.70E+0.60H DOnly L Only, LL Comb Run ('l) L Only, LL Comb Run tL ') L Only, LL Comb Run (LL) EOnly HOnly Support 1 Pr9ject Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printe<l: 5 OCT 202·1, 12· 13PM ,e: ams.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.21 Support notation : Far left is #1 Values in KIPS Supporl2 Support3 0.584 0.207 0.584 0.207 0.584 0.207 0.584 0207 1.059 0.682 0.689 0.202 1.164 0.676 1.059 0.682 0.689 0.202 1.164 0.676 0.584 0.207 2.801 --0.004 1.059 0.682 0.689 0.202 1.164 0.676 1.059 0.682 0.689 0.202 1.164 0.67~ 2.722 0.523 2.352 0.043 2.827 0.518 0.350 0.124 2.568 --0.087 0.584 0.207 0.633 0.633 0.140 --0.007 0.773 0.626 3.168 --0.302 Page 52 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi RAMIREZ TREngineering ERIN G www.lrengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Prfilte<l: 5 OCT 2021, 12.14PM Wood Beam 1 : ams.e Sollwate copyrq,I ENERCALC. INC. 1983-2020, Build: 1220.8.21 1 ,t : DESCRIPTION: FB4 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fc -Prll Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : MicroLam LVL 2.0 E Fv Ft Beam Bracing : Beam ls Fully Braced against lateral-torsional buckling 0(1 ~0~J.52) 2,600.0 psi 2,600.0 psi 2,510.0psi 750.0 psi 285.0 psi 1,555.0psi E: Modulus of Baslicity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 42.010pcf E(-3 121 J n(O 020) 1, (0 05332f (31 121 ) • I 0(0 054) !;------.--~......, • .....-~--..,,.----..., :,. J I 3-1.75x1~ 3-1.75x16 I ' y an = 2.50 r Span = 23.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Loads on all spans ... Uniform Load on ALL spans: D = 0.0150, L = 0.040 ksf, Tributary Width= 1.333 ft Load for Span Number 1 Point Load : D = 02660 k @ 0.0 ft, (Wall) Point Load : D = 1.664, Lr= 1.520 k@ 0.0 ft, (HOR) Load ror Span Number 2 Point Load : E = 3.121 k @ 13.667 ft, (Overturn) Point Load : E = -3.121 k@23.667 fl, (Overturn) Uniform Load : D = 0.0060 ksf, Extent = 13.667 ->> 23.750 ft, Tributary Width= 9.0 fl, (Wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination EOnly Vertical Reactions load Combination Overall MAXimwn Overall MINimum Span 1 2 0.18<t 1 3-1.75x16 720.71 psi 4,000.38psi +0+0.70E+H 13.666ft Span#2 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.406 in -0.122 in 0.066 in -0.070 in Ratio = Ratio = Ratio = Ratio = Max. • -• Defl Location in Span 0.0000 0.000 0.4063 12.472 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 701 >=360 492>=360 904 >=180 862>=180 Load Combination EOnly Support notation : Far left is # 1 Support 1 Support 2 Support 3 4.379 -1.314 1.314 0.626 Page 53 of 76 0.174: 1 3-1.75x16 62.09 psi 356.25 psi +D+Lr+H, LL Comb Run (L") = 1.34 f ft Span# 1 Max. ·+· Den Location in Span -0.1218 0.000 0.0000 0.000 Values in KIPS TAHZAY RAMIREZ TREngineering ENGi ER I NG www.frengineering.co 760.535.9752 Wood Beam DESCRIPTION: FB4 Vertical Reactions Load Combination +D+H +D+L+H, LL Comb Run ('L) +D+L+H, LL Comb Run (L') +D+L +H, LL Comb Run (LL) +D+Lr+H, LL Comb Run ('L) +D+Lr+H, LL Comb Run (L') +D+Lr+H, LL Comb Run (LL) +D+S+H +D+0.7501.r+0.750L+H, LL Comb Run(' +D+0.7501.r+O. 750l +H, LL Comb Run (L +D+O. 750Lr+0.750L +H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run ('L +D+0.750L+0.750S+H, LL Comb Run (L' +D+0.750L +0.750S+H, LL Comb Run (LL +D+0.60W+H +D+0.70E+H +D+0.750lr+0.750L+0.450W+H, LL Comb +D+0.7501.r+0.750L+0.450W+H, LL Comb +D+0.750Lr+0.750L +0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.450W+H, LL Comb +D+0.750L +0.750S+0.450W+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L+0.750S+0.5250E+H, LL Comb +D+0.750L +0.750S+0.5250E+H, LL Comb +0.600+0.60W+0.60H +0.60D+0.70E+0.60H DOnly Lr Only, LL Comb Run (L') Lr Only, LL Comb Run (LL) L Only, LL Comb Run ('L) L Only, LL Comb Run (L') L Only, LL Comb Run (LL) EOnly HOnly Support 1 Project Titfe: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Famlly Dwelling Printed. 5 OCT 2021, 12: 14PM ,e: ams. Software alf'Y'9'1 ENERCALC, INC. 1983-2020, Blad:12.20.824 Support notation : Far left is # 1 Values in KIPS Support2 Support3 2.539 0.461 3.172 1.094 2.679 0.454 3.312 1.087 2.539 0.461 4.219 0.301 4.219 0.301 2.539 0.461 3.014 0.935 3.904 0.335 4.379 0.810 3.014 0.935 2.644 0.455 3.119 0.930 2.539 0.461 3.459 -0.459 3.014 0.935 3.904 0.335 4.379 0.810 3.014 0.935 2.644 0.455 3.119 0.930 3.704 0.24~ 3.334 -0.235 3.809 0.240 1.523 0276 2.443 -0.644 2.539 0.461 1.680 -0.160 1.680 -0.160 0.633 0.633 0.140 -0.007 0.773 0.626 1.314 -1.314 Page 54 of76 Project Titre: Harris Residence Engineer: TR TAHZAY ENGi RAMIREZ TREngineering ERIN G www.lrengineering.co 760.535.9752 Project ID: 21 .1152 Project Descr: Single Family Dwelling Prfnled. 5OCT2021. 12 15PM ,e: ams. Wood Beam Software c:opyT91,t ENERCALC, INC. 1~2020. Buikt.12.20.8.21 ,., : DESCRIPTION: FB5 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2018 Wood Species Wood Grade : ilevel Truss Joist : Mlcrolam L VL 2.0 E Fb+ Fb - Fc-Prll Fc-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,600.0 psi 2,600.0psi 2,510.0psi 750.0psi 285.0psi 1,555.0 psi D(O fi'~lf 18P86) D(0.123375) Lr(0.1175) • D(0.054) . r D(0.019995) L(0.05332) • 1. 75x16 Span= 21 .750 It E: Modulus of Basticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 42.010pcf Applied loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifonn Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : E = 1.719 k@ 5.667 fl, (Overturn) Unifonn Load : D = 0.0060 ksf, Extent= 5.667 -» 21.750 ft, Tributary Width = 9.0 ft, (Wall) Point Load : D = 0. 1740, L = 0.3860 k @ 5.667 ft, (Floor Beam) Unifonn Load : D = 0.0210, Lr= 0.020 ksf, Extent= 5.667 -» 21.750 ft, Tributary Width= 5.875 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+l +D+Lr tD+0.750Lr+O.750L Span 0.99-t 1 1.75x16 2,486.26psi 2,500.24 psi Maximum Shear Stress Ratio Section used for this span fv: Actual +D+L 10-79611 Span# 1 0.421 in Ratio= 0.000 in Ratio = 1.342 in Ratio = 0.000 in Ratio = Max. • -• Deft Location in Span 1.3420 11.034 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 620>=360 0<360 194>=180 0<180 Load Combination Support notation : Far lell is #1 Support 1 2.806 1271 1.490 2.355 2.188 2.663 Support2 3.553 0.448 2.150 2.830 3.341 3.553 Page 55 of76 0.471 : 1 1.75x16 167.65 psi 356.25 psi +D+0.750Lr+0.750L 20.480ft Span# 1 Max. •+• Defl Location in Span 0.0000 Values in KIPS 0.000 TAHZAY ENGi Wood Beam ,., ; RAMIREZ TREngineering ERIN G www.trengineering.co 760.535-9752 DESCRIPTION: FB5 Vertical Reactions Load Combination +D+0.750l +D+0.70E +D+0.750L +0.5250E +0.60D +0.600+0.70E Lr Only LOnly EOnly Support 1 2.139 2.379 2.806 0.894 1.784 0.69"9 0.865 1271 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 5 OCT 2021, 12: 15PM 1e: ams.e Software a,pyright ENERCALC, INC. 1983-2020, &ild:12.20.824 Support notation : Far left is #1 Values io, KIPS Support2 2.660 2.463 2.895 1.290 1.603 1.191 0.680 0.448 Page 56 of 76 TAHZAY ENGi RAMIREZ TREngineering ERIN G www.lrengineering.co 760.535.9752 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Prfnteo: 5 OCT 202·1. 12.56PM Wood Beam ,e: ams.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.21 1 .1 : DESCRIPTION: F86 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Load Compination !BC 2018 Wood Species Wood Grade : ilevel Truss Joist : Mlcrolam LVL 2.0 E Fb+ Fb - Fc-Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2600psi 2600psi 2510psi 750psi 285psi 1555psi E: Modulus of Baslic;ty Ebend-xx 2000ksi Eminbend -xx 1016.535ksi Density 42.01 pcf (· D(O 063} lr(O 06) t ~ E(St541) 0 (0 019995/ L(O.Of332) ( j 3-1 .75x16 Span = 23.750 fl 0(0 054) • v E{-5.541) r: { ) A Applied Loads Service loads entered. Load Factors wiU be applied for calculations. Beam self weight calculated and added lo loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft, (Floor) Point Load : E = 5.541 k@ 13.0 ft, (Overturn) Uniform Load : D = 0.0060 ksf, Extent= 13.0 -» 23.750 ft, Tributary Width = 9.0 ft, (Wall) Point Load : E = -5.541 k @23.580 ft, (Overturn) Uniform Load : D = 0.0210, Lr= 0.020 ksf, Extent= 13.0-» 23.750 ft, Tributary Width= 3.0 ft, (RooQ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable load Combination Location of maximum on span Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination EOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lr+0.750L Span 0.392 1 3-1.75x16 1,567.96 psi 4,000.38psi +D+0.70E Maximum Shear Stress Ratio Section used for this span fv: Actual 13.002ft Span# 1 0.724 in 0.000 in 0.697 in 0.000 in Ratio = Ratio= Ratio = Ratio = Max.•-• Deft Location in Span 0_7245 12.222 Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 393>=360 0 <360 409>=180 0 <180 Load Combination Support nolalion: Far left is #1 Support 1 2.584 2.468 0.813 1.446 0.959 1.397 Support2 -2.468 -0.827 1.502 2.135 2.001 2.351 Page 57 of 76 Design OK 0.1 34 : 1 3-1.75x16 61.22 psi 456.00 psi +D+0.70E 22.363ft Span# 1 Max. '+' Defl Location in Span 0.0000 Values in KIPS 0.000 TAHZAY ENGi Wood Beam 1,1 ; RAMIREZ ffiEngineering ERIN G www.frengineering.co 760.535.9752 DESCRIPTION: FB6 Vertical Reactions Load Combination +D+0.750l +D+0.70E +D+O. 750l +0.5250E +0.60D +0.60D+0.70E Lr Only LOnly E Only Support 1 1.288 2.541 2.584 0.488 2.216 0.146 0.633 2.468 Project Title: Harris Residence Englnee_r: TR Project ID: 21 .1152 Project Descr: Single Family Dwelling Printed: 5 OCT 202 I, 12:56PM I e: ams.e Softwate oopyn,Jhl ENERCALC, INC. 1983-2020, Build:12.20.82' Support notation : Far left is #1 Values in KIPS Support2 1.976 -0.226 0.681 0.901 -0.827 0.499 0.633 -2.468 Page 58 of 76 Project Title: Harris Residence Engineer: TR TAHZAY ENGi RAM IR EZ TR Engineering ERIN G www.lrengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Printed 5 OCT 2021 , 12.57PM 1 : ams. Wood Beam Softwara copyright ENERCALC, INC. 198l-2020, Build:12.20.8.21 I .I : DESCRIPTION: FB7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fe-PrU Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : MlcroLam LVL 2.0 E Fv Fl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling [)10.173251 Lr(0.16~) ' 2,600.0psi 2,600.0 psi 2,510.0 psi 750.0psi 285.0psi 1,555.0 psi E: Modulus of Basticity Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54ksi Density 42.010pcf D<O ISJ ,----..Q(0.24871 Lf0.66321 ,-. () A I 2-1.75X16 Span= 14.170 n • ♦ I E(2878j ~\0 IJ 16Zb/ UO l~Zb( f <O 17585i L(OAEB-1~ • ·1 • ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0-» 9.333 ft, Tributary Width= 16.580 fl, (Floor) Unifonn Load : D = 0.0150, L = 0.040 ksf, Extent = 9.333 -» 14. 170 fl, Tributary Width = 11.710 ft, (Floor) Unifonn Load : D = 0.0270, L = 0.060 ksf, Extent = 9.333 -» 14.170 ft, Tributary Width = 4.875 ft, (Deck) Uniform Load : D = 0.020 ksf, Extent= 9.333 -» 14.170 fl, T ribulary Width = 9.0 ft, (Wall) Unifonn Load : D = 0.0210, Lr= 0.020 ksf, T ribulary Width = 8.250 ft, (RooQ Point Load : E = 2.878 k@ 9.333 ft, (Overturn) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deneclion Max Upward Total Deflection Overall Maximum Deflections Load Combination +O+L Vertical Reactions Load Combination Overall MAX1mum Overall MINimum 0 Only +D+L Span 0.95l 1 2-1.75x16 2.382.40psi 2,500.24psl +D+L 7.344fl Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.263 in 0.000 in 0.454 in 0.000 in Ratio = Ratio = Ratio = Ratio = Max. •-• Oefl Location in Span 0.4538 7.188 Fv: Allowable Load Combination Location of maximum on span Span #where maximum occurs 646 >=360 0 <360 374>=180 0 <180 Load Combination Support no1ation : Far left is #1 Support 1 8.082 0.982 3.302 8.082 Support2 9.153 1.896 4.062 9.153 Page 59 of 76 Design OK 0,686 : 1 2-1 .75x16 195.38 psi 285.00 psi +D+L 12.877 ft Span# 1 Max. ••• Defl Location in Span 0.0000 0.000 Values in KIPS TAHZAY ENGi Wood Beam I .I ! RAMIREZ TREngineering ERIN G www.trengineering.co 760.535.9752 DESCRIPTION: F87 Vertical Reactions load Combination +D+lr +D+0.750lr+0.750L +D+0.750L +D+0.70E +D+0.750L +0.5250E +0.60D +0.60D+0.70E Lr Only LOnly EOnly Support 1 4.471 7.764 6.887 3.990 7.403 1.981 2.669 1.169 4.TT9 0.982 Project Tille: Harris Residence Engineer: TR Project ID: . 21 .11 52 Project Descr: Single Family Dwelling Support notation : Far left is # 1 Support2 5.231 8.757 7.880 5.389 8.875 2.437 3.764 1.169 5.091 1.896 Page 60 of 76 Printed. 5 OCT 2021, 12:57PM : ams. Software a,pyrighl ENERCALC, INC. 1~2020. Build:12.20.821 Values in KIPS Project Title: Harris Residence E11gineer: TR TAHZAY ENGi RAMIREZ TREngineering ERIN G www.lrengineering.co 760.535.9752 Project ID: 21.1152 Project Descr: Single Family Dwelling Pr1nted. 5 OCT 2021. 1.00PM , : ams. Wood Beam Softwa,e c:opynj,t ENERCALC, INC. 19M-2020, Build:12.20.8.21 l .f : DESCRIPTION: F88 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2018 Material Properti_es Analysis Method : Allowable Stress Design load Co~inalion IBC 2018 Wood Species : ILevel Truss Joist Wood Grade : MlcroLam L VL 2.0 E Fb + Fb - Fc-Pril Fc-Perp Fv Ft Beam Bracing : Beam Is Fully Braced against lateral-torsional buckling I ) D(O 1171BtLr(0.1116) D(O: 18) D(0.019995) l(0.05332) 3-1.75x16 Span = 23.250 II 2,600.0 psi 2,600.0psi 2,510.0psi 750.0 psi 285.0 psi 1,555.0psi E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 42:010pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifonn Load : D = 0.0150, L = 0.040 ksf, Tributary Width= 1.333 ft, (Floor) Unifonn Load : D = 0.020 ksf, T ribulary Width= 9.0 ft, (Wall) Unifonn Load : D = 0.0210, Lr= 0.020 ksf, Tributary Width= 5.580 ft, (RooQ Point Load : E = 7.490 k@ 5.0 fl, (Overturn) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Load Combination +D+0.70E Vertical Reactions Load Combination OveraU MAXimum Overall MINimum DOnly +D+L +D+Lr +D+0.750Lt+-0.750L +D+0.750L Span 0.572 1 3-1.75x16 1,429.84psl 2,500.24psl +D+L 11.625ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.587 in 0.000 in 1.037 in 0.000 in Ratio = Ratio = Ratio= Ratio = Max. • -• Deft Location in Span 1.0369 11.116 Fv: Allowable Load Combination Loca6on of maximum on span Span # where maximum occurs 474>=360 0<360 269>=180 0<180 Load Combination Support notation : Far left is #1 Support 1 8.088 5.879 3.972 4.592 5.269 5.410 4.437 Support2 5.410 1.611 3.972 4.592 5.269 5.410 4.437 Page 61 of 76 0,300: 1 3-1 .75x16 136.65 psi 456.00 psi +D+0.70E 0.000 It Span# 1 Max. '+" Deft Location in Span 0.0000 0.000 Values in KIPS TAHZAY ENGi Wood Beam t.l : RAMIREZ TREngineering ERIN G www.trengineering.co 760.535.9752 DESCRIPTION: FB8 Vertical Reactions Load Combination +D+0.70E +D+0.750L+0.5250E +0.60D +0.600+0.70E LI Only LOnly EOnly Support 1 8.088 7.524 2.383 6.499 1.297 0.620 5.879 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 5 OCT 2021 l :OOPM 1e: ams.e Software oopMl/11 ENERCALC, INC. 1983-2020, Buld:12..20.8.21 Support notation : Far left is #1 Values in KIPS Support2 5.100 5.283 2.383 3.511 1.297 0.620 1.611 Page 62 of 76 TAHZAY ENGi RAMIREZ TREngineering ERING www.lrengineering.co 760.535.9752 Concrete Beam , .. : DESCRIPTION: 4" Slab CODE REFERENCES Project Title: Harris Residence Engineer: TR ProjectlD: 21.1152 Project Descr:Single Family Dwelling Pnnted: 6 OCT 202 I. 4 53PM 1 : ms_ a _ .e Softw.n copyright ENERCALC, INC. 1983-2020, BtJid:12.20.8.24 Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties fc = 3.0ksi d> Phi Values Flexure : 0.90 fr= re 112 • 7.50 410.792 psi 'I' Density 145.0 pcf /3 1 A. LIWI Factor 1.0 Elastic MO<tulus 3,122.0ksi Fy-Stirnjps fy -Main Rebar 60.0 ksi E-Slirrups E -Main Rebar 29,000.0 ksi Slirrup Bar Size # Number of Resisting Legs Per Stirrup = Cross Section & Reinforcing Details Rectangular Section, Widlh = 18.0 in, Height= 4.0 in Span #1 Reinforcing .... 1-#3 al 2.0 in from Top, from 0.0 to 3.30 fl in ihis span Beam self weight calculated and added to loads load for Span Number 1 Uniform Load: L= 0.040 ksf, Tributary Width = 1.50 ft DESIGN SUMMARY I Maximum Bending Stress Ratio = Section used for this span Mu : Applied : Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs ---0: 148 : 1 Typical Section 0.2491 k-tt 1.682 k-ft 1.653 ft Span# 1 Cross Sectiori Strength & Inertia Cross Section Bar Layout Description Section 1 1-#3@d=2', Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H Support 1 Support2 0.219 0.072 0.120 0.219 0.120 0.120 Shear : 0.750 0.850 40.0 ksi 29,000.0 ksi 3 2 l.. 0 06 3.30 It 18"w x 4 " h Maximum Deflection • Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio= 0.001 in Ratio= 0.000 in Ratio = 0<360.0 0<360.0 33580>=180. 0 <180.0 Top & Bottom references are for tension side of section Phi'Mn ( k-ft) Moment of Inertia ( n'4 ) Bottom Top I gross lcr -Bottom lcr -Top 1.68 1.68 96.00 4.94 4.94 Support notation : Far left is #1 +D+S+H +D+-0.750Lr+0.750L+H 0.219 0.072 0.120 0.219 0.120 0.120 0.194 0.194 ~:::Page 63 of76 RAMIREZ TREngineering TAHZAY ENGi ER I.NG www.lrengineering.co 760.535.9752 Concrete Beam .. , : DESCRIPTION: 4" Slab Vertical Reactions Load Combination +0+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H DOnly LOnly H Only Overall Maximum Deflections Support 1 Support2 0.120 0.120 0.194 0.194 0.194 0.194 0.072 0.072 0.120 0.120 0.194 0.194 0.072 0.072 0.120 0.120 0.099 0.099 Project Title: Harris Residence EnQineer: TR Proiect ID: 21 .1152 Project Descr:Slngle Family Dwelling Printed. 6 OCT 2021. 4:53PM -1 Soflw.we copyright ENERCALC, INC. 1983-2020, Build:12. Support nof<!tion : Far left is #1 Load Combination Span Max.•-• Deft (in) Location in Span (fl) Load Combination Max. •+• Defl (in) Location in Span (fl) +D+L+H 0.0012 1.650 0.0000 0.000 Page 64 of76 Project Title: Harris Residence Engineer: TR . TAHZAY ENGi RAMIREZ TR Engineering ERING www.trengineering.co 760.535.9752 Project ID: 21 .1152 Project Descr:Single Family Dwelling Printed 6 OCT 202 I. 4 54PM , : ams_ a .e Concrete Beam Software a,p)'igh!ENERCALC, INC. 1983-2020, Bu1d:IU0.8.24 I.I : DESCRIPTION: Grade-Level T-Beam CODE REFERENCES Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties fc = 3.0 ksi d> Phi Values Flexure : fr = re 112 • 7.50 410.792psi Shear : 'I' Density 145.0 pct 13 1 "A. LlWt Factor 1.0 Elastic MOQulus 3,122.02 ksi Fy-Slimips 0.90 0.750 0.850 40.0ksi fy -Main Rebar 60.0 ksi E-Slirrups 29,000.0 ksi -, E -Main Rebar 29,000.0 ksi Stirrup Bar Size# 3 Number of Resisting Legs Per Stirrup = Cross Section & Reinforcing Details 2 O(0.02)L 0.16 20.250 ft 8.5" w x 10" h Tee Section, Siem Width= 8.50 in, Total Height= 10.0 in, Top Flange Width = 32.0 in, Flange Thickness = 4.0 in Span #1 Reinforcing .... I • • • 3-415 al 3.0 in from Bottom, from 0.0 to 20.250 ft in this span 2-#3 at 1.50 in from Top, from 0.0 to 20.250 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0050, L = 0.040 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Location of maximum on span Span # where maximum occurs 0.894 : 1 Typical Section 25.439 k-ft 28.470 k-ft 10.143 ft Span# 1 Cross Section Strength & Inertia Cross Section Bar Layout Description Seclion1 3-#5@d:7',2-#3@d=1.5•. Vertical Reactions Load Combination Overan MAXimum Overan MINimum +D+H +D+L+H +D+Lr+H Support 1 Support2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Defiection Max Upward Total Deflection 0.240 in Ratio = 0.000 in Ratio = 1.329 in Ratio = 0.000 in Ratio = 1013>=360. 0<360.0 182>=180. 0 <180.0 Top & Bottom references are for tension side of section Phi'Mn ( k-ft) Moment of Inertia ( n•4 ) Bottom Top I gross lcr-Bottom lcr -Top 28.47 11.77 1,235.40 295.13 116.79 Support notation : Far left is #1 +D+S+H +D+0.750Lr+0.750L +H 3.647 1216 2.027 3.647 2.027 2.027 3242 ~ ?4? 3.647 1.216 2.027 3.647 2.027 2.027 3.242 3_242 Page 65 of 76 TAHZAY ENGi RAMIREZ TR Engineering ERING www.trengineering.co 760.535.9752 Concrete Beam ... : DESCRIPTION: Grade-Level T-Beam Vertical Reactions Load Combination +D+0.60W+H +D+0.750Lr+0.750L +0.450W+H +D+0.750L+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L +0.750S+0.5250E+H +0.600+0.701:+l-i DOnly LOnly HOnly Overall Maximum Deflections Support 1 2.Q27 3242 3.242 1.216 2.027 3242 1216 2.027 1.620 Supporl2 2.027 3.242 3.242 1.216 2.027 3.242 1.216 2.027 1.620 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr:Single Family Dwelling 1 : ams_ a _ 1 .e Software copyright ENERCALC, INC. 1963-2020, Buid:12.20.8.24 Support notation : Far left is #1 Load Combination Span Max. • -• Defl (in) Location in Span (fl) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+L+H 1.3291 10.125 00000 0.000 Page 66 of 76 ... TAHZAY_-/¼: RAMIREZ ENGll)lffERING Continuous Footinc Design p line Loads DL LL Trib. (psfl (psf) (ft) Roof 21 20 12 Wall 20 9 Floor 15 40 12 Wall 20 10 sum = Footing Dimensions b d a (in) (in) (in) 12 42 3.5 12 42 5.5 15 42 3.5 15 42 5.5 18 42 5.5 Lines 5 & 9 WoL WLL (pff) (plf) 252 240 180 0 180 480 200 0 812 720 Harris Residence Single Family Dwelling 7/14/2021 21.1152 TR Wtot Trib. (olf) (ft) 492 0 180 0 660 12 200 10 1532 d Point Loads are assumed to spread through a 35° angle from the vertical. Allowable Soil Capacity, Q = Concrete Density, Ye= 2000 psf 145 pd Line A WDL Wu Wtot lplf) (plf) (plf) 0 0 0 0 0 0 180 480 660 60 0 60 240 480 720 Lines A & C LineB q Panow q Po11ow (psf) (lbs) (psfl (lbs) 2040 -205 1228 4011 2040 -212 1228 4139 1733 1732 1084 5948 1733 1788 1084 6139 1529 3787 988 8138 PaKow = the largest point load that may be placed on the footing in addition to the line load. Point loads larger than this value require pad footings. Page 67 of76 ,< TAHZAY_-A.:. RAMIREZ ENGl'1ffERING Required Pad Footings Source FBl HOR3 FB7 FB6 + FB7 FB8 RB3 side 1 HDR4 HORS Name Pl P3 P2 Harris Residence Single Family Dwelling Loading (kips) OL Lr LL 6.439 1.666 7.014 2.705 1.009 4.734 3.326 1.169 4.779 4.842 1.315 5.724 3.916 1.297 0.6198 7.273 5.316 0.711 5.714 2.533 3.814 4.259 1.900 2.861 • Total Load {Tl) Is the maximum from all apphcable load combinations Page 68 of 76 EL '"TL 2.807 13.453 0.124 7.439 0.982 8.105 4.364 11.426 5.879 8.031 2.547 12.597 1.098 10.474 2.438 7.830 7/14/2021 21.1152 TR Req' Pad Dimensions Sq. W,idth Thickness No. of b (inches) t (inches) #4 bars 36 12 4 Use P3 27 12 3 33 12 4 Use Pl I I use Pl I I use P2 I I Use P3 TAHZAY ENGi TR Engineering RAMIREZ www.trengineering.co ERING 1so.535.91s2 General Footing I .I : DESCRIPTION: P1 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used: IBC 2018 General Information Material Properties fc : Concrete ~8 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density <p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. 3.0 ksi 40.0 ksi 3,122.02 ksi 145.0 pcf 0.90 0.750 0.00180 1.0 : 1 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Pnnted: 13 JUL 2021. 3 53AM 118: ams.e Software copyriJ/11 ENERCALC, INC. 1983-2020, Buld: 12.20.5.31 Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance _(for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below 2.0 k.sf No 350.0 pcf 0.40 3.50 ft k.sf ft Min. Overturning Safety Factor Min. Sliding Safety Factor 1. 0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per tool of depth Add Fig Wt for Soil Pressure Use fig wt for slabtlity, moments & shears Add Pedestal WI for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel lo X-X Axis Length parallel to Z-Z Axis Fooling Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline lo Edge of Concrete ... at Bottom of footing = Reinforcing Bars paral!el lo X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load 08 : Overburden M-xx M-zz V-x V-z 3 ft 3 It 12.0 in 12.0 in 12.0 in 30.0 in 3.0 in 4 # 4 4 # 4 nfa n/a n/a D 6.439 Yes No when max. length or width is greater than No . r.r l " ~ ,. r ,·if ., ... c,-.. a.-,t.-•l Lr L s w 1.666 7.014 Page 69 of 76 " -~ :., . :~ • ! E 2.807 H ksf ft k k.sf k-ft k-ft k k I' I TAHZAY ENGi TR Engineering RAMIREZ www.trengineering.co ERi NG 160.535.9752 General Footing ,., : DESCRIPTION: P1 Project Title: Harris Residence E11gineer: TR Project ID: 21 .1152 Project Descr: Single Family Dwelling Printed: 13 JUL 2021. 3.53AM 1 : ams.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 ... ! .. , DESIGN SUMMARY ______________________________ ... .,1¥it-lei•1NIIIL Min. Ratio Item PASS 0.9420 Soil Bearin_g PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding -X-X PASS n/a Sliding -Z-Z PASS 3.036 Uplift PAS$ 0.1530 Z Flexure {+X) PASS 0.1530 Z Flexure (-X) PASS 0.1530 X Flexure { +Z) PASS 0.1530 X Flexure (-Z) PASS 0.05846 1-way Shear (+X) PASS 0.05846 1-way Shear (-X) PASS 0.05846 1-way Shear ( +Z) PASS 0.05846 1-way Shear (-Z) PASS 0.1039 2-way Punching Applied 1.884 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 1.965 k 1.081 k-ft/fl 1.081 k-ft/fl 1.081 k-ft/fl 1.081 k-ft/fl 4.803 psi 4.803 psi 4.803 psi 4.803 psi 17.075 psi Page 70 of76 Capacity 2.0 ksf 0.0 k-fl 0.0 k-fl 0.0 k 0.0 k 5.966 k 7.061 k-ft/ft 7 .061 k-ft/ft 7.061 k-fl/ft 7 .061 k-ft/fl 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi Gover~ing Load Combination +D+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding +0.60D+0.70E +1.20D+0.50Lr+1.60L + 1.20D+0.50Lr+1.60L +1.20O+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+Q.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20O+0.50Lr+1.60L +1.20D+0.50Lr+t60L TAHZAY ENGi TR Engineering RAMIREZ www.trengineering.co ERING 1so_s35_9152 General Footing l .f : DESCRIPTION: P2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties fc: Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Densi[y <P Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. 3.0 ksi 40.0 ksi 3,122.02 ksi 145.0 pcf 0.90 0.750 0.00180 1.0 : 1 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Pnnted: 13 JUL 2021, 3 56AM 1 : ams.e Softwa,e oopyn;iht ENERCALC, INC. 1~2020, &ild:12.20.5.31 Soil Design Values Allowable Soil Bearing Increase Bearing By Fooling W11ight Soil P!)ssive Resistance (for Sliding) Soil/Concrete Fricfion Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per fool of depth when footing base is below 2.0 ksf No 350.0 pcf 0.40 3.50 ft ksf ft Min. Overturning Safely Factor Min. Sliding Safely Factor 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal WI for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel lo Z-Z Axis Height Rebar Centerline lo Edge of Concrete ... at Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z # # D 4.842 2.75 ft 2.75 ft 12 in 12.0 in 12.0 in 30,0 in 3.0 in 4 4 4.0 4 n/a n/a n/a Yes Allowable pressure increase per foot of depth Yes No when max. length or width is greater than No z r· t",4" --, X .. .. b ! 1'-4·\/r ~ r-i' ... .., '' t,,.~, t,•.,."•l Lr L s w 1.315 5.724 Page 71 of 76 I X 1!? ,- r "' ' il ! E 4.364 H ksf fl k ksf k-ft k-ft k k TAHZAY ENGi A. TR Engineering RAMIREZ www.trengineering.co -ERING 760.535.9752 General Footing ,., ; DESCRIPTION: P2 Project Titre: Harris Residence Erigineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 13 JUL 202 I. 3.56AM 1.e: ams.e Softwara copyrghl ENERCALC, INC. 19M-2020, Btlld: 12.20.5.31 ~---------------------------------•%¥1t·iei-'1~...__ DESIGN. SUMMARY Min. Ratio Item PASS 0.9475 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS rila Sliding -X-X PASS n/a Sliding -Z-Z PASS 1.521 Uplift PASS 0.1007 Z Flexure (+X) PASS 0.1007 Z Flexure (-X) PASS 0.1007 X Flexure (+Z) PASS 0.1007 X Flexure (-Z) PAS~ 0.03134 1-way Shear (+X) PASS 0.03134 1-way Shear (-X) PASS 0.03134 1-way Shear (+Z) PASS 0.03134 1-way Shear (-Z) PASS 0.o7270 2-way Punching Applied 1.895 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 3.055 k 0.7743 k-fVft 0.TT43 k-fl/11 0.77 43 k-ft/lt 0. TT 43 k-ft/11 2.575 psi 2.575 psi 2..575 psi 2.575 psi 11.946 psi Page 72 of 76 Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 4.646 k 7.689 k-ft/lt 7 .689 k-ft/ft 7.689 k..ft/ft 7.689 k..ft/ft 82.158 psi 82.158 psi 82.158 psi 82.158 psi 164.317 psi Governing load Combination +D+0.750L+0.5250E aboutZ-Z axis No Overturning No Overturning No Sliding No Sliding +0.60D+0.70E +1.20D+0.50L.r+1.60L +1.20D+0.50Lr+1 .60L + 1.20D+0.50l..r+1 .60L + 1.20D+0.50Lr+ 1.60L +1.20D+0.50Lr+1 .60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L TAHZAY ENGi TR Engineering RAMIREZ www.lrengineering.co ERING 760.535.9752 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Pr1nteel: 13 JUL 2021. 4:00AM : ams. General Footing Softwa,e cop~l ENERCALC, INC. 198l-2020, Bul<t 12.20.5.31 ,., : DESCRIPTION: P3 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Propert(es fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density (j) Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reirif. Min. Overturning Safely Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use fig wt for stability, moments & shears Add Pedestal WI for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis Length parallel lo Z-Z Axis Fooling Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline lo Edge of Concrete ... al Bottom of footing = Reinforcing Bars parallel to X-X Axis Number of Bars Reinforcing Bar Size Bars parallel lo Z-Z Axis Number of Bars Reinforcing Bar Size Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads # # D 3.0 ksi 40.0 ksi 3,122.02 ksi 145.0 pcf 0.90 0.750 0.00180 1.0 : 1 Soil Oe~lgn Values Allowable Soil Bearing Increase Bearing By Fooling Weight Sol{ Passive Resistance (for Sfiding) Soii!Concrete Friction Coeff. Increases based on footing Depth Fooling base depth below soil surface Allow press. increase per foot of depth when footing base is below 1.0 : 1 Increases based on footing plan dimension 2.25 ft 2.25 ft 12 in 12.0 in 12.0 in 30.0 in 3.0 in 3 4 3 4 n/a n/a n/a Lr Yes Allowable pressure increase per foot of depth Yes No No when max. length or width is greater than ... ..,_, ., .. I """fl~ *l L s w E P : Column Load 08 : Overburden 3.326 1.169 4.779 0.9820 M-xx M-zz V-x V-z Page 73 of 76 2.0 ksf No 350.0 pcf 0.40 3.50 ft ksf ft H ksf fl k ksf k-ft k-ft k k TR Engineering TAHZAY RAMIREZ www.trengineering.co ENGi ERING 160_535_9152 General Footing I.I : DESCRIPTION: P3 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Famlly Dwelling Printed: 13 JUL 2021. 4.00AM 1e: ams.e Software a,py191l ENERCAlC, INC. 1983-2020, Build:12.20.5.31 DESIGN SUMMARY ----------------------~...,•t4-1t-i,C•i~ Min. Ratio Item PASS 0.9835 Soil Bearing PASS rJa Overturning -X-X PASS rJa Overturning -Z-Z PASS rJa Sliding -X-X PASS rJa Sliding -Z-Z PASS 4.519 Uplift PASS 0.06498 Z Flexure (+X) PASS 0.06498 Z Flexure (-X) PASS 0.06498 X Flexure ( +Z) PASS 0.06498 X Flexure (-Z) PASS rJa 1-way Shear ( +X) PASS 0.0 1-way Shear (-X) PASS rJa 1-way Shear (+Z) PASS rJa 1-way Shear (-Z) PASS rJa 2-way Punching Applied 1.967 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.6874 k 0.4588 k-11/11 0.4588 k-ftlfl 0.4588 k-ftlfl 0.4588 k-ftlfl 0.0 psi 0.0 psi 0.0 psi 0.0 psi 6.160 psi Page 74 of 76 Capacity 2.0 ksf 0.0 k-fl 0.0 k-fl 0.0 k 0.0 k 3.106 k 7.061 k-fl/ft 7.061 k-ftlft 7.061 k-ftlft 7.061 k-fl/fl. 82.158 psi 0.0 psi 82.158 psi 82.158 psi 82.158 psi Governing Load Combination +D+L about Z-Z axis No Overturning No Overturning No Sliding No Sliding +0.60O+0.70E +1.20D+0.50Lr+1.60L + 1.20D+0.50Lr+1.60L +1.20D+0.50Lr+1.60L + 1.20D+0.50Lr+ 1.60L n/a rJa rJa rva +1.20D+0.50Lr+1.60L TAHZAY ENGi TR Engineering RAM I A EZ wwwJrengineering.co ERING 760.535.~152 Project Title: Harris Residence Engineer: TR Project ID: 21.1152 Project Descr: Single Family Dwelling Printed: 13 JUL 2021. 4.03AM 1 : ams. General Footing Software c:cpy191t ENERCALC, INC. 1983-2020, Build:12..20.5.31 ,., : DESCRIPTION: P4 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties fc: Concrete 28 day strength tv : Rebar Yield Ee : Concrete Elastic Modulus Concrete Densi{y cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Tamp Reinf. 3.0 ksi 40.0 ksi 3,122.02 ksi 145.0 pcf 0.90 0.750 0.00180 1.0 : 1 Soll Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resista·nce (for Sflding) Soil/Concrete Fnclion Coeff. Increases based on footing Depth Footing base. depth below soil surface Allow press. increase per foot of depth when footing base is below Min. Overturning Safely Factor Min_ Sliding Safely Factor 1. 0 : 1 Increases based on footing plan dimension Add Fig Wt for Soil PreS3Ure Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shear.i Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel lo X-X Axis Length parallel to Z-Z Axis Footing Thickness Pedestal dimensions ... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Cenlerfine to Edge of Concrete ... at Bottom of footing = Reinforcing 2.0 fl 2.0 fl 12.0 in 12.0 in 12.0 in 30.0 in 3.0 in Bars parallel to X-X Axis Number of Bara 3.0 Reinforcing Bar Size # 4 Bars parallel to Z-Z Axis Number ofBars 3.0 Reinforcing Bar Size # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bara required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z D 2.582 n/a n/a n/a Yes No when max. length or width is greater than No r ~ ! t r-<Y 'l'e' ...... Lr L s w E 1.116 1.952 3.332 Page 75 of 76 2.0 k.sf No 350.0 pcf 0.40 3.50 fl k.sf fl H ksf fl k ksf k-ft k-ft k k TAHZAY ENGi TR Engineering RAM f R EZ www.trengineering.co ERING 1so.535.9752 General Footing ,., : DESCRIPTION: P4 Project Title: Harris Residence Engineer: TR Project ID: 21 .1152 Project Descr: Single Family Dwelling Printed: 13 JUL 2021, 4:03AM rle: ams. Software copyrij,l ENERCAI.C, INC. 1983-2020, B<ild:12.20.5.31 DESIGN SUMMARY ---------------------------------•Wi-i,1•1-- Min.Ratio Item PASS 0.90 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Sliding -X-X PASS nla Sliding -Z-Z PASS 1.026 Uplift PASS 0.02791 Z Flexure (+X) PASS 0.02791 Z Flexure (-X) PASS 0.02791 X Flexure ( +Z) PASS 0.02791 X Flexure (-Z) PASS n/a 1-way Shear (+X) PASS 0.0 1-way Shear (-X) PASS n/a 1-way Shear (+Z) PASS n/a 1-way Shear (-Z) PASS n/a 2-way Punching Applled 1.80 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 2.332 k 0.221 1 k-ft/ft 0.2211 k-ft/ft 0.2211 k-ft/ft 0.2211 k-ft/ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 2.112 psi Page 76 of 76 Capacity 2.0 ksf 0.0 k-ft 0.0 k-fl 0.0 k 0.0 k 2.392 k 7 .924 k..ft/ft 7 .924 k-ft/ft 7.924 k-ft/ft 7.924 k-ft/ft 82.158 psi 0.0 psi 82.158 psi 82.158 psi 82.158 psi Governing Load Combination +O+0.750L+0.5250E aboutZ-Z axis No Overturning No Overturning No Sliding No Sliding +0.60b+0.70E +1.20D+0.50L+E +1.20D+0.50L +E +1.20D+0.50L+E +1.20D+0.50L+E n/a n/a n/a rJa +1.20D+0.50L +E Todd & Ashley Harris l 630 Basswood Avenue Carlsbad, California 92008 EAST COUNTY SOIL CONSULTATJON AND ENGINEERING, INC. 10925 HARTLEY ROAD, SUITE "l" SANTEE, CA LIFORNlA 92071 TEL. 619-258-7901 CITY September 21 , 2021 Project No. 21-l 106G5 Subject: Addendum to Geotechnical Investigation for Proposed One and Two-Story Residence Additions Reference: 1640 Basswood A venue Carlsbad, California 92008 "Geotechnical Investigation for Proposed One and Two-Story Additions. 1640 Basswood Avenue. Carlsbad, California 92008'·. Project No. 21-11060.5, Prepared by East County Soil Consultation and Engineering, Inc., Dated May 30, 2021 . Dear Mr. & Mrs. Harris: This addendum report provides alternative floor slab recommendations for the proposed one and two-story residence additions. To eliminate rcmo"al and recompaction of the loose surface soils, we recommend new floor slabs be stn1ctural slabs supported on a grid of new. interior, continuous footings. The interior footings should extend through the upper. loose surface soils and at least 6 inches into medium dense to dense terrace deposists, for a total depth of at least 3 .5 foet. New continuous footings and deepened perimeter footings should be reinforced ·with a minimum of six #4 steel bars, with two bars at the top, two in the middle and two at the bottom of the footings. The spacing of the interior footings and the thickness and reinforcing of the structural slab should be detem1ined by the project stntctural engineer. ~cw floor slabs should be underlain by 2 inches of clean sand over a 10-mil visqucen moisture barrier over 2 inches of clean sand. To minimize the potential for shrinkage cracks, floor slab concrete should have a minimum compressive stnmgth of 3,000 psi and ma-ximum water-cement ratio of 0.5. No special inspection of concrete is required. Some shrinkage cracks arc still possible. Our firm should observe the footing excavations for proper embedment into competent bearing soils. This opportunity to be of service is appreciated. If you have any questions, or we can be of further service, please do not hesitate to call or contact us. Respectfully Submitted, Martin R. Owen. PE. GE Geotcchnical Engineer • Todd & Ashley Harris 1630 Basswood Avenue Carlsbad, California 92008 EAST COUNTY SOIL CONSULTATION AND ENGINEERJNG, INC. 10925 BARTLEY ROAD, SUITE "I" SANTEE, CALIFORNIA 92071 TEL. 619-258-7901 May 30, 2021 Project No 21-11 0605 Subject: Geotechnical Investigation for Proposed One and Two-Story Residence Additions 1640 Basswood Avenue Carlsbad, California 92008 Dear Mr & Mrs Harris CITY In accordance with your request, we have performed a geotechnical investigation at the subject site to evaluate the geotechnical site conditions and provide recommendations for design and construction of the proposed one and two-story residence additions SCOPE OF SERVICES The following scope of work was performed for this investigation 0 Site reconnaissance and review of published geologic and geotechnicaJ reports and maps pertinent to the project area 0 Subsurface exploration consisting of drilling three test borings within the general area of the proposed construction The test borings were logged by our project supervisor 0 Collection of representative soil samples at selected depths. The obtained samples were stored in sealed containers and transported to the soil testing laboratory for subsequent analysis 0 Laboratory testing of samples representative of the types of soils encountered during the subsurface exploration Geotechnical analysis of the field and laboratory data, which provided the basis for our conclusions and recommendations 0 Production of this report, which summarizes the results of the above analysis and presents our findings and recommendations for the proposed construction Geotechnical Investigation for Proposed One and Two-Story Residence Additions 16-'0 Bas~wood A\'enue Carlsbad, California 92008 SITE DESCRIPTION AND PROPOSED CONSTRUCTION Page 2 May JO, 2021 Project No. 21-1106G5 The site location is shown on the attached Vicinity Map, Figure I The site is an irregular-shaped, residential lot located on the north side of Basswood Avenue in Carlsbad. California The lot is bordered by Basswood A venue to the south and other residences to the east, west and north. The site is presently occupied by a one-story, single-family residence, a swimming pool and sport courts. The building areas slope slightly down to the west. Vegetation consists of grass, shrubs and trees The preliminary plans prepared by Andrew Carlos, Architect, of Carlsbad, California indicate that the proposed construction will consist of one and two-story, wood framed, residence additions Most of the existing house will be demolished A portion of the existing garage will remain The existing garage footings will require deepening to support the second-story building loads SUBSURFACE EXPLORATION AND LABORATORY TESTING Three test borings were drilled on May 12, 2021 to a maximum depth of 6 feet with a hand auger The approximate locations of the test borings are shown on Figure 2. Logs of the test borings are shown on Figure 3 Following the subsurface exploration. laboratory testing was performed to evaluate the pertinent engineering properties of the foundation soils The laboratory tests included in-place moisture content and dry density tests and an expansion index test The tests were performed in accordance with ASTM standards The test results are shown on the Logs of Test Borings, Figure 3 and on the Results of Laboratory Tests. Figure 4 SUBSURFACE SOIL CONDITIONS The subsurface soil descriptions were interpreted from conditions encountered during the subsurface exploration and/or inferred from the geologic literature. Detailed descriptions of the subsurface soils are presented on the Logs of Test Borings, Figure 3, and are summarized, as follows Fill: Fill was encountered in Boring B-1 to a depth of I foot The fill consisted of dark brown. dry to moist. loose, silty sand Topsoil. Topsoil was encountered beneath the fill in Boring B-1 and below the ground surface in B-2 and B-3 to a depth of I foot and consisted of dark brown. moist, loose and porous, silty sand with some small roots. Slopcwash. Slopewash was encountered beneath the topsoil to a depth of 3 foet The slopewash consisted of tan to reddish brown, dry to moist, loose to medium dense, silty sand Terrace Deposits. Terrace deposits were encountered beneath the slopewash to the maximum depth explored of 6 feet The terrace deposits consisted of reddish brown, moist, medium dense to dense, silty sand . EAST COU TY SOIL CONSULTATION A DE GINEERI G, I C. Geotechnical Investigation for Proposed One and Two-Story Residence Additions 1640 Bass,,ood Avenue Carlsbad, California 92008 SOIL PROPERTIES a Compressible Soils Page 3 May 30, 2021 Project o. 2J-J106G5 Our field observations and testing indicate that loose, compressible fill. topsoil and slopewash exist to a depth of about 3 feet below existing grades ew and existing footings for support of the proposed one and two-story structures should be extended through the fill, topsoil and slopewash into the underlying, medium dense to dense terrace deposits b Expansive Soils An expansion index test (ASTM D 4829) was performed on a representative sample of the slopewash soils The results of the test are shown on Figure 4 An expansion index of O was obtained which indicates the slopewash is non-expansive GROUNDWATER No groundwater was not encountered in the test borings SEISMIC DESIGN VALUES Seismic design values are presented on the attached Figure 5. CONCLUSIONS Construction of the proposed one and two-story additions is feasible from a geotechnical standpoint provided the recommendations presented in this report are properly implemented during construction RECOMMENDATIONS SITE GRADING a Site Clearing Areas of new constrnction should be cleared of vegetation, surface obstructions and other deleterious materials These materials should be properly disposed of off-site. b Removal of Loose Surface Soils Within new floor slab areas, the loose fill and topsoil and slopewash should be removed down to medium dense tot dense terrace deposits a depth of about 3 feet below existing grades. and replaced with fill soils compacted to at least 90 percent relative compaction. Actual removal depths should be confirmed during grading by our field representative EAST COU TY SOIL CO SULTATIO AND ENGi EERI G. I C. Gcotechnical lmestigation for Proposed One and T\\o-Stor)' Residence Additions 1640 Basswood A\'enue Carlsbad, California 92008 c. Temproray Slopes and Excavtiuons Page .i Ma) 30, 2021 Project No. 21-1106G5 Temporary vertical slopes and excavations should not exceed 5 feet in height. Temporaiy slopes and excavations greater than 5 feet in height should be shored or laid back at a maximum inclination of 1 . I (horizontal to vertical) d Compaction and Method of Filling Prior to fill placement, the exposed subgrade soils should be scarified to a depth of 6 to 8 inches, moisture conditioned to slightly above optimum moisture content and compacted to at least 90 percent relative compaction The on-site soils may be reused as compacted fill, provided they are free of organic materials and debris, and rocks or cobbles over 6 inches in dimension Any imported fill soils should be predominantly granular and approved by our field representative All fill and trench backfill should be compacted to a minimum relative compaction of 90 percent as determined by ASTM D1557. Fill should be placed at a moisture content slightly above optimum moisture content, 111 lifts 6 to 8 inches thick, with each lift compacted by mechanical means All gradi ng, fill placement, and compaction should be pe1formed in accordance with the grading requirements of the City of Carlsbad Fill placement and compaction should be observed and tested as necessary by our field representative EROSION CONTROL Due to the predominantly sandy nature of the on-site soils, areas of recent grading or exposed soils may be subject to erosion. During construction, surface water should be controlled via berms, gravel/ sandbags, silt fences, straw wattles, siltation or bioretention basins, positive surface grades or other method to avoid damage to the finish work or adjoining prope11ies All site entrances and exits must have coarse gravel or steel shaker plates to minimize offsite sediment tracking Best Management Practices (BMPs) must be used to protect storm drains and minimize pollution The contractor should take measures to prevent erosion of graded areas until such time as permanent drainage and erosion control measures have been installed After completion of grading, all excavated surfaces should exhibrt positive drainage and eliminate areas \.\here water might pond FOUNDATIONS a The proposed one and two-story building additions and the remaining garage footings may be supported on new, continuous and/or individual spread footings and deepened, existing footings extending through the upper loose fill, topsoil and slopewash and at least 6 inches into the underlying medium dense to dense terrace deposits Total footing depths should be at 3.5 feet below adjacent, existing grades. Deepened footings should also extend at least 12 inches below the bottoms of the existing footings Typical deepened footing details are shown on the attached Figure 6 ew, individual footings should be at least 18 inches square and reinforced with a EAST COU TY SOIL CONSULTATION AJIID E GINEERJNG, INC. Geotechnical Investigation for Proposed One and T\\o-Story Residence Addition~ 1640 Bimnood AYcnue Carlsbad, California 92008 Pages May 30, 2021 Project o. 21-l l06G5 grid of #4 bars spaced 12 inches on centers ( each way) and placed on concrete blocks at the bottom of the footing Footing depths should be confirmed by our field representative b. An allowable soil bearing value of 2,000 pounds per square foot may be used for the design of continuous and/or individual spread footings bearing in medium dense to dense terrace deposits. This value may be increased by one-third for short term wind or seismic loads c. Lateral loads may be resisted by an equivalent fluid passive soil pressure of 350 pounds per cubic foot A coefficient of friction of 0.4 may also be used If passive and friction values are used together, the passive value should be reduced by one-third d All footing excavations should be inspected and approved by our field representative. e. For design purposes. total and differential settlements of½ inch may be utilized FLOOR SLABS Floor slabs, including garage slabs, should be at least 5 inches thick and reinforced with #4 bars placed at 18 inches on centers in two directions in the middle of the slab The reinforcing steel should be supported on steel chairs or concrete blocks Floor slabs should be underlain by 2 inches of clean sand over a I 0-mil visqueen moisture barrier over 2 inches of clean sand To minimize the potential for shrinkage cracks, concrete should have a minimum compressive strength of 3,000 psi and maximum water-cement ratio of 0 " No special inspection of concrete 1s required Some shrinkage cracks are still possible DRAINAGE Surface water should not be allowed to pond next to buildings Finished grades should slope at least 2 percent away from buildings and along drainage swales Roof gutters and downspouts connecting to solid. outlet pipes are recommended Outlet pipes should be discharged to an approved outlet LIMITATIONS OF lNVESTIGATIOI' Ow investigation was pe1fonned using the skill and degree of care ordinanly exercised under similar circumstances by reputable soil engineers and geologists practicing in this or similar localities o other warranty. expressed or implied, is made as to the conclusions and professional advice included in this repon This report provides no warranty, either expressed or implied, concerning future building performance. Future damage from geotechnical or other causes is a possibility This report is prepared for the sole use of our client and may not be assigned to others without the written consent of the client and ECSC&E, Inc The samples collected and used for testing. and the observations made, are believed representative of site conditions; however, soil and geologic conditions can vary significantly between test borings, test EAST COU TY SOIL CONSULTATIO 'A D ENGi EERJ G, INC. Geotechnical Investigation for Pro1>oscd One and Two-Stor~ Residence Additions 1640 Basswood A,,enuc Carl11bad, California 92008 Page6 May 30, 2021 Project No. 2l-1106G5 pits and surface exposures. As in most major projects, conditions revealed by construction excavations may vary with preliminary findings lf this occurs, the changed conditions must be evaluated by a representative of ECSC&E and designs adjusted as required or alternate designs recommended This report is issued with the understanding that it is the responsibility of the owner, or of his/her representative to ensure that the information and recommendations contained herein are brought to the attention of the project architect and engineer Appropriate recommendations should be incorporated into the structural plans The necessary steps should be taken to see that the contractor and subcontractors carry out such recommendations in the field The findings of this report are valid as of this present date. However, changes in the conditions of a property can occur with the passage of time, whether they are due to natural processes or the works of man on this or adjacent properties In addition, changes in applicable or appropriate standards may occur from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside of our control Therefore, this report is subject to review and should be updated after a period of two years ADDITIONAL SERVJCES A review of plans and specifications, field observations and testing under our direction are integral parts of the recommendations made in this report lf East County Soil Consultation and Engineering, lnc. is not retained for these services, the client agrees to assume our responsibility for any potential claims that may arise during construction Observation and testing are additional services provided by our firm, and should be budgeted within the cost of development This opportunit, to be of service is appreciated lf you have any questions, or we can be of further service, please do not hesitate to call or contact us Respectfully Submitted, Martin R Owen, PE, GE Geotechnical Engineer Attachments Figures I through 6 EAST COU1'1TY SOIL CO SULTATIO A DE GINEERJNG, I C. Geotcchnical lnvcstil!ation for Proposed One and Two-Stor) Residence Additions 16-'0 Bass"ood A,,cnuc Carlsbad, California 92008 !! OUUfO([AN rn VlllA E 0 Carlsbad Stat€ Beach o FIGURE 1 VICINITY MAP 78 Carl sbad z. • 1640 Buswood Ave. Carlsbad CA 92008 Page 7 May 30, 2021 Project No. 21-1 J06GS 78 TAMARA<.K POINT 2.4Ho e Ca1lsb,1cl Lagoon H INOAPJNf Ag a Hed ol'\da Lagoon EASTCOUNTYSOILCO SULTATIO ANOE GI EERI G,INC. Geotcchnical Jn\-estigation for Proposed One and Tl\o-Stol) Residence Additions 1640 Basswood A,,enuc Carlsbad, California 92008 FIGURE 2 LOCA TlONS OF TEST BORINGS LEGEND 8-3 • APPROXIMATE LOC ATlO'\J OF TEST BORl G Pages Ma) 30, 2021 Project o. 21-1106G5 EAST COU TY SOlL CO SUL TATION AND E GINEERING, INC. GeotechnicaJ Im·csti~ation for Pr·oposed One and Two-Story Residence Additions 1640 Basswood Avenue Carlsbad, California 92008 DEPTH Surface IO' 2.0' 3.0' 4 ()' FIGURE 3 LOGS OF TEST BORINGS BORING B-1 SOIL DESCRIPTION FILL dark brown. moist. loose to medium d1.mse, silt) sand TOPSOIL dark brov,n, moist, medium dense. silt), sand ,\ith small roots SLOPEWASH light reddish bro\, n. moist. loose to medium dense. silt} sand TERRACE DEPOSITS reddish bro,,11, 0101st, medium dense to dense. silty sand bottom of boring, no caving, no groundwater Boring backfilled ':,/ 12/202 l Page9 May 30, 2021 Project No. 21 -1106G5 y M 11'54 10 2 --------------------------------------------------------------------------------------------------------------------------------- DEPTH Surface 2 O' 3 O' 6 O' BORING B-2 SOIL DESCRIPTION TOPSOIL dark bro\\11, moist. medium dense, silt;> sand with small roots SLOPEWASH light reddish bro,\n. moist. loose to medium dense. silt) sand TERRACE DEPOSITS reddish brmrn. moist, medium dense to dense. silt) sand bottom of boring. no cavmg. no ground\\ater Boring backfilled 5/12/202 1 y M 106.3 9 2 -----------.. ------------·-----------------------------------------·---------------------------------------------------------------- DEPTH Surface 2.0' 3 ()' 4 ()' BORING B-3 SOIL DESCRIPTION TOPSOIL dark bro,\ n. moist. medium dense. s1 lty sand '" ith small roots SLOPEWASH light n::ddish bro,\n, moist. loose to medium dense. silt) sand TERRACE DEPOSITS reddish br0\\11, moist. medium dense to dense. silty sand bottom of boring, no caving. no ground\\ater Boring backfilled 5/12/2021 y M -------------------------------------------------------------------------------------------------·------------------------------ Y = DRY DENSITY IN PCF M = MOISTURE CONTENT I % EAST COUNTY SOIL CONSULTATION AND ENGlNEERJNG. lNC. Gcotechnical lm-estigatiou for Proposed One and T"o-Story Residence Additions 1640 Bass"ood Avenue Carlsbad, California 92008 FIGURE 4 RESULTS OF LABORATORY TESTS TEST INITIAL LOCATION MOISTURE CONTENT (%) B-1 a 1 5" 96 EXPANSION INDEX (ASTM D 4829) SATURATED INJTIAL DRY MOISTURE DEl'ISITY CONTENT (PCF) (%) 17 7 112 O EXPAN IO INDEX () Page 10 Ma) JO, 2021 Project o. 21-1106G5 EXPANSION I POTENTIAL NON- EXPANSIVE EAST COl.J TY SOIL CO SULTATIO A DE GI EERJ G, ll'IC. Geotechnical lnvestigation for Proposed One and Two-Story Residence Additions 1640 Basswood A,·enue Page 11 May 30, 2021 Project No.21-1106G5 Carlsbad, California 92008 FIGURE 5 SEISMIC DESIGN VALUES The following CBC seismic design values may be used: 1640 Basswood Ave, C.l1h,bad, CA 92008, USA Date Design Code Refuence Document Risk Category Site Class Type Value '.>; ~.038 s~ 0 377 s ... _ 1.116 S •1 null See Section 1148 S:,, 0 751 5 .. null -See S>?.'ction U 4 8 Type Value SD( null -Si:e Section 1l.48 F, 1085 F. null -See Sectior, 11.4 8 Description Description 5/27/2021. 3:03:0.2 PM ASCE7 16 Ii D Stiff ~011 M(tq g1ound motion. (tor 0.2 second period) MCE., ground rnot,cn. (for l.Os period) ~11e•mod1fied spec.tr al acceleration v<1lue Site mod fred specttal acce!e1<1tron vali1e Nunwnc seismic design value at 0.2 serond SA Nu:neric scismrc dt'sign val 1e at 1 0 second SA Se1sn11. design catego,y c;,•e ampht·c.1tlfln !·CIOl ,1 02 St>COnci Site amphf1cat1on factor at I O second EAST COUNTY SOlL CONSULTATION AND ENGINEERING, I C. Geotechnical lmcstigation for Pro1>osed One and Two-Story Residence Additions 1640 Basswood Avenue Page 12 May 30, 2021 Project No. 21-l 106G5 Carlsbad, California 92008 FIGURE 6 TYPICAL DEEPENED FOOTING DETAILS NO 4 REBAR DOWELS/ ANCHORS a 18" ON CENTERS OROlJNI) SURI ACl 3 5' MlN TOTA! rooTING DEPTH. I X'ITND [ CXlHNOS Al LEAS l 6" INTO DJ,NSl· ITRRACE DEPOSITS DEEPENED FOOTING k 18'' MIN • >I EXTERIOR WALL EXISTING FLOOR SLAB EXISTING FOOTING 12'" MIN . Notes. I) Rcinforc111g steel should have at least 3 inches clearance/cover from outer edges ot footmg. 2) Remforcmg steel should be tied together \\ith No. 3 rebar stirrups spaced appro'\.imatcl~ 2 feet apart on centers. 3) Steel rcbar dowels/anchors should be drilled and cpo:-.icd m place in accordance with lCC' ESR-2508 using Simpson SET-XP cpox~ adhesive. EAST COUNTY SOIL CONSULTATION AND ENGINEERING, INC. (cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: DEV2021-0192, HARRIS RESIDENCE Permit#: CBR2021-2128 ------------------ Project Address: 1640 BASSWOOD AVE ------------------ Assessor's Parcel #: 2050602700 ------------------- Project Applicant: COOWNERS TODD AND ASHLEY HARRIS (Owner Name) Residential Square Feet New/Additions: 6,152 NEW DWELLING (REPLACED EXISTING DWELLING} Second Dwelling Unit: ------------------ Commercial Square Feet: New/Additions: ------------------ City Certification: City of Carlsbad Building Division Date: 11/23/2021 Certification of Applicant/Owners. The person executing this dedaration ("OWner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner wil file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above desaibed project(s), or that the person @ Carlsbad Unified School District 6225 El Camino Real cansbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dlegulto Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 75~91 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION {To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District. certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. 1be City may issue building permits for this project. Signature of Authorized School District Official: CA1l~S 'J U~:, ... Trtle:LJ ~llil: c,05ELc~•.•n.•r, ... -.,, ~ -r~ 1,.: • 'C .1,+;, 10 Cr,1 "n9c,,: .,, . .A Name of School District: ____ •• _.L._J'"'_'_" _• _, ... __ • ___ .) ________ Phone(.JhQ.)$3/ ~ s;t)Cl:J ~) Date: __ ._____...;:;..--1---- Community & Economic Development -Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 I 760-602-2719 I 760-602-8558 fax I building@carlsbadca.gov ( City of Carlsbad DETERMINATION OF PROJECT'S SWPPP TIER LEVEL AND CONSTRUCTION THREAT LEVEL E-32 Development Services land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov D Building Pennit D Right-of-way permit □ Other I'm applying for: ~ Grading Permit Project Name: HARRIS RESIDENCE Project ID: _____ DWG #/CB# ____ _ Address: 1630 Basswood Avenue, Carlsbad CA, 92008 APN 205-060-27 Disturbed Area: 0.26 Section 1: Determination of Project's SWPPP Tier Level (Check applicable criteria and check the corresponding SWPPP Tier Level, then go to section 2) Exempt -No Threat Project Assessment Criteria Ac SWPPP Tier Level My project is in a category of permit types exempt from City Construction SWPPP requirements. Provided no significant grading proposed, pursuant to Table1 , section 3.2.2 of Storm Water Standards, the following permits are exempt from SWPPP requirements: D Exempt □ Electrical □ Patio D Fire Sprinkler D Mechanical D Mobile Home D Re-Roofing D Plumbing □Sign D Spa (Factory-Made) D Roof-Mounted Solar Array Tier 3 -Significant Threat Assessment Criteria -(See Construction General Permit (CGP) Section 1.8)* D My project includes construction or demolition activity that results in a land disturbance of equal to or greater than one acre including but not limited to clearing, grading, grubbing or excavation; or, □ My project includes construction activity that results in land disturbance of less than one acre but the construction activity is part of a larger common plan of development or the sale of one or more acres of disturbed land surface; or, □ My Project is associated with construction activity related to residential, commercial, or industrial development on lands currently used for agriculture; or □ My project is associated with construction activity associated with Linear Underground/Overhead Projects (LUP) including but not limited to those activities necessary for installation of underground and overhead linear facilities (e.g. conduits, substructures, pipelines, towers, poles, cables, wire, towers, poles, cables, wires, connectors, switching, regulating and transforming equipment and associated ancillary facilities) and include but not limited to underground utility mark out, potholing, concrete and asphalt cutting and removal, trenching, excavation, boring and drilling, access road, tower footings/foundation , pavement repair or replacement, stockpile/borrow locations. 0 Other per CGP _____________________ _ Tier 2 -Moderate Threat Assessment Criteria: My project does not meet any of the Significant Threat Assessment Criteria described above and meets one or more of the following criteria: 0 Project requires a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code); or, □ Project will result in 2,500 sq. ft. or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas and project meets one or more of the additional following criteria: • located within 200 ft. of an environmentally sensitive area or the Pacific Ocean; and/or, • disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or • disturbed area is located along or within 30 ft. of a storm drain inlet, an open drainage channel or watercourse: and/or • construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) Tier 1 -Low Threat Assessment Criteria D My project does not meet any of the Significant or Moderate Threat criteria above, is not an exempt permit type per above and the project meets one or more of the following criteria: • results in some soil disturbance; and/or • includes outdoor construction activities (such as roof framing, saw cutting, equipment washing, material stockoilinci. vehicle fuelinci. waste stockoilina) □ Tier 3 0 Tier2 D Tier 1 • Items hsted are excerpt from CGP. CGP governs cntena for triggers for Tier 3 SWPPP. Developer/owner shall confirm coverage under the current CGP and any amendments, revisions and reissuance thereof. E-32 Paae 1 of 2 REV. 02/16 • SWPPP Section 2: Determination of Project's Construction Threat Level Construction Tier (Check applicable criteria under the Tier Level as determined In section 1, check the Threat Level corresponding Construction Threat Level, then complete the emergency contact and Level siQnature block below) Exempt -Not Applicable -Exempt Ti~r 3 -High Q2nstr:1.1ction Th~at Ass~§§ment Qrlt~da: M~ Proj~Q1 rnggts Q~ oc moc~ of tht following: D Project site is 50 acres or more and grading will occur during the rainy season D Project site is located within the Buena Vista or Agua Hedionda Lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA D High D Soil at site is moderately to highly erosive (defined as having a predominance of soils with Tier3 USDA-NRCS Erosion factors kr greater than or equal to 0.4) D Site slope is 5 to 1 or steeper D Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -April 30) D Owner/contractor received a Storm Water Notice of Violation within past two years Iier 3 -Medium ConstruQtiQn Thrt9t As§g§§mtnt Qri~ris! □ Medium D All projects not meeting Tier 3 High Construction Threat Assessment Criteria Iler 2 -High Construction Threat Assessment Crit~ria: M~ Project m~t§ on~ or mor~ Qf th~ following: D Project is located within the Buena Vista or Agua Hedionda lagoon watershed, inside or within 200 feet of an environmentally sensitive area (ESA) or discharges directly to an ESA D Soil at site is moderately to highly erosive (defined as having a predominance of soils with D High USDA-NRCS Erosion factors kr greater than or equal to 0.4) Tler2 □ Site slope is 5 to 1 or steeper D Construction is initiated during the rainy season or will extend into the rainy season (Oct. 1 -Apr. 30) D Owner/contractor received a Storm Water Notice of Violation within past two years D Site results in 10,000 sq. ft. or more of soil disturbance Tier 2 -M~giym Qon§tn.!Qtio□ Ih~s!t 8s§e§§ment Qrimri9 □ Medium D My project does not meet Tier 2 High Threat Assessment Criteria listed above Tier 1 -M~dium ConstryctiQn Threat Assessm~nt Qrittria; M~ eroject meets one or more of th~ following: D Owner/contractor received a Storm Water Notice of Violation within past two years 0 Medium 0 Site results in 500 sq. ft. or more of soil disturbance Tier1 D Construction will be initiated during the rainy season or will extend into the rainy season (Oct.1 -April 30) Iiec 1 -Low Con§truction Threat Asses§m~nt Criterj9 D Low D My project does not meet Tier 1 Medium Threat Assessment Criteria listed above I certify to the best of my knowledge that the above statements are true and correct. I will prepare and submit an appropriate tier level SWPPP as determined above prepared in accordance with the City SWPPP Manual. I understand and acknowledge that I must adhere to and comply with the storm water best management practices pursuant to Title 15 of the Cartsbad Municipal Code and to City Standards at all times during construction activities for the pennit type(s) checked above. The City Engineer/Building Official may authorize minor variances from the Construction Threat Assessment Criteria in special circumstances where it can be shown that a lesser or higher SWPPP Tier Level Is warranted. Emergency Contact Name: Todd Harris Owner/Owner's Authorized Agent Name: Douglas E Logan Authorized Agent Signature: E-32 Page 2 of 2 Telephone No: 646-853-9617 Title: E.OW. Date: 09 I 01 / 2021 FOR CITY USE ONLY Yes City Concurrence: By: Date: REV. 02/16 No { City of Carlsbad STORM WATER STANDARDS QUESTIONNAIRE Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov E-34 I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the city requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) Into the project design per Carlsbad BMP Design Manual (BMP Manual). To view the BMP Manual, refer to the Engineering Standards {Volume 5). This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The resutts of the questionnaire determine the level of storm water standards that must be applied to a proposed development or redevelopment project. Depending on the outcome, your project will either be subject to 'STANDARD PROJECT' requirements or be subject to 'PRIORITY DEVELOPMENT PROJECT' {PDP) requirements. Your responses to the questionnaire represent an Initial assessment of the proposed project conditions and Impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the city. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A completed and signed questionnaire must be submitted with each development project application. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. PROJECT INFORMATION PROJECT NAME: \:,\~((i\ (as~ a t._Lf PROJECT ID: ADDRESS: \~ ~o R1oSS'\J1uA Avta..~e. APN: .lor; ... o,/)_)., The project is (check one): D New Development ~Redevelopment The total proposed disturbed area Is: ~\. \ S-0 ft2 ( ) acres The total proposed newly created and/or replaced impervious area is: L\TO ft2 ( ) acres If your project Is covered by an approved SWQMP as part of a larger development project, provide the project ID and the SWQMP # of the larger development project: Project ID SWQMP#: Then, go to Step 1 and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. E-34 Page 1 of 4 REV03/19 STEP 1 TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a "development project", please answer the following question: YES NO Is your project LIMITED TO routine maintenance activity and/or repair/improvements to an existing building D ix( or structure that do not alter the size (See Section 1.3 of the BMP Design Manual for guidance)? If you answered "yes" to the above question, provide justification below then go to Step 5, mark the third box stating "my project Is not a 'development project' and not subject to the requirements of the BMP manual" and complete applicant information. Justification/discussion: (e.g. the project includes only interior remodels within an existing building): If you answered •no• to the above question, the oroiect is a 'development prolect', ao to Step 2. STEP2 TO BE COMPLETED FOR ALL DEVELOPMENT PROJECTS To determine if your project is exempt from PDP requirements pursuant to MS4 Permit Provision E.3.b.(3), please answer the following questions: Is your project LIMITED to one or more of the following: YES NO 1. Constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: a) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non- erodible permeable areas; OR □ l8f b) Designed and constructed to be hydraulically disconnected from paved streets or roads; OR c) Designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets QUidance? 2. Retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in □ ~ accordance with the USEPA Green Streets guidance? 3. Ground Mounted Solar Array that meets the criteria provided in section 1.4.2 of the BMP manual? □ ~ If you answered "yes• to one or more of the above questions, provide discussion/justification below, then go to Step 5, mark the second box stating "my project is EXEMPT from PDP ... • and complete applicant information. Discussion to justify exemption ( e.g. the project redeveloping existing road designed and constructed in accordance with the USEPA Green Street guidance): If vou answered "no" to the above questions, your project is not exempt from PDP, go to Step 3. E-34 Page 2 or 4 REV03/19 STEP3 TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project Is a PDP, please answer the following questions (MS4 Permit Provision E.3.b.(1 )): YES NO 1. Is your project a new development that creates 10,000 square feet or more of impervious surfaces ~ collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, □ and JJUblic development JJro}ects on JJublic or JJrivate land. 2. Is your project a redevelopment project creating and/or replacing 5,000 square feet or more of Impervious surface collectively over the entire project site on an existing site of 10,000 square feet or □ ra[ more of impervious surface? This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land. 3. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of Impervious surface collectively over the entire project site and supports a restaurant? A restaurant is ~ a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and □ refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). 4. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside □ ~ develooment oroiect includes develooment on anv natural slooe that is twentv-five oercent or oreater. 5. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot? A parking lot is □ ~ a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. 6. Is your project a new or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious street, road, highway, freeway or driveway surface collectively over the entire project □ ~ site? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles trucks motorcycles and other vehicles. 7. Is your project a new or redevelopment project that creates and/or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally ~ Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of □ 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the JJroject to the ESA (i.e. not comminaled with flows from adjacent lands).* 8. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious surface that supports an automotive repair shop? An automotive repair □ ~ shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. 9. Is your project a new development or redevelopment project that creates and/or replaces 5,000 square feet or more of impervious area that supports a retail gasoline outlet (RGO)? This category includes □ ~ RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADTJ of 100 or more vehicles per day. 10. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land □ ~ and are expected to generate pollutants post construction? 11 . Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of ~ impervious surface or (2) increases impervious surface on the property by more than 10%? (CMC □ 21 .203.040) If you answered "yes" to one or more of the above questions, your project is a PDP. If your project is a redevelopment project, go to step 4. If your project is a new project, go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no" to all of the above questions, your project is a 'STANDARD PROJECT.' Go to step 5, check the second box stating "My project is a 'STANDARD PROJECT' .. ." and complete aoolicant information. E-34 Page 3 of 4 REV 03/19 • . STEP4 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPMENT PROJECTS (PDP) ONLY Complete the questions below regarding your redevelopment project (MS4 Permit Provision E.3.b.(2)): YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? Complete the percent impervious calculation below: Existing impervious area (A) = sq. ft. □ □ Total proposed newly created or replaced impervious area (B) = sq. ft. Percent impervious area created or replaced (B/A)*100 = % If you answered "yes", the structural BMPs required for PDP apply only to the creation or replacement of impervious surface and not the entire development. Go to step 5, check the first box stating "My project is a PDP ... " and complete applicant information. If you answered "no," the structural BMP's required for PDP apply to the entire development. Go to step 5, check the check the first box statinq "My project is a PDP .. ." and complete aoolicant information. STEPS CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION 0 My project is a PDP and must comply with PDP stormwater requirements of the BMP Manual. I understand I must prepare a Storm Water Quality Management Plan (SWQMP) for submittal at time of application. 0 My project is a 'STANDARD PROJECT' OR EXEMPT from PDP and must only comply with 'STANDARD PROJECT' stormwater requirements of the BMP Manual. As part of these requirements, I will submit a • Standard Project Requirement Checklist Form E-36'' and incorporate low impact development strategies throughout my project. Note: For projects that are close to meeting the PDP threshold, staff may require detailed impervious area calculations and exhibits to verify if 'STANDARD PROJECT stormwater requirements apply. 0 My Project is NOT a 'development project' and is not subject to the requirements of the BMP Manual. Applicant Information and Signature Box Applicant Name: \C>Jli ~,rK Applicant Title: Ow~, Applicant Signature: 1,£~· rim-::-: Date: 09 /01/2021 Environmentally Sensitive Areas Include but are not limited to all Clean W-al.er Act Section 303(d) mpalred water bodies; areas designated as Areas of Spec1al Biological Signif1C&nce by the State Water Resoorces Control Board (Y'.Jater Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneftcial use by the State Water Resources Control Board (Yl/ater Quality Control Plan for the San Diego Basin (1994) and amendments): areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and County of San Diego; Habitat Management Plan; and any other equivalent environmentally sensitive areas Which have been Identified by the City. This Box for City Use Only YES NO City Concurrence: □ □ -By: Date: Project ID: E-34 Page 4 of 4 REV 03/19 ( City of Carlsbad STANDARD PROJECT REQUIREMENT CHECKLIST E-36 Project Information Project Name: HARRIS RESIDENCE Project ID: DWG No. or Building Permit No.": Source Control BMPs Development Services Land Development Engineering 1635 Faraday Avenue (760) 602-2750 www.carlsbadca.gov All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E.1 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement source control BMPs shown in this checklist. Answer each category below pursuant to the following. • ''Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E.1 of the Model BMP Design Manual. Discussion/justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more space is needed. • "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas). Discussion/justification may be orovided. Source Control Requirement Applied? SC-1 Prevention of Illicit Discharges into the MS4 l!l Yes □No 0 N/A Discussion/justification if SC-1 not implemented: SC-2 Storm Drain Stenciling or Signage D Yes □No l!l N/A Discussion/justification if SC-2 not implemented: SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind l!l Yes Dispersal □No ON/A Discussion/justification if SC-3 not implemented: E-36 Page 1 of4 Revised 09/16 ,. Source Control Requirement (continued} Aoolled? SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Iii Yes 0 No 0 N/A Wind Dispersal Discussion/justification if SC-4 not implemented: SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal Iii Yes D No 0 NIA Discussion/justification if SC-5 not implemented: SC-6 Additional BMPs based on Potential Sources of Runoff Pollutants must answer for each source listed below and identifv additional BMPs. (See Table in ADoendix E.1 of BMP Manual for guidance). □ On-site storm drain inlets -~,\t,.~ t)y-1\· ... ',. l!l Yes □No O NIA □ Interior floor drains and elevator shaft sump pumps □Yes □No Iii N/A D Interior parking garages □Yes □No 00 N/A D Need for future indoor & structural pest control □ Yes 0 No 00 N/A D Landscape/Outdoor Pesticide Use □Yes 0 No 00 N/A □ Pools, spas, ponds, decorative fountains, and other water features □Yes D No 00 N/A D Food service D Yes D No l!l NIA D Refuse areas D Yes D No Iii N/A □ Industrial processes D Yes □ No liJ N/A □ Outdoor storage of equipment or materials □Yes 0 No [ii N/A D Vehicle and Equipment Cleaning □Yes O No Iii N/A D Vehicle/Equipment Repair and Maintenance □Yes □No l!l NIA D Fuel Dispensing Areas □Yes □No Iii N/A D Loading Docks □Yes □No 00 N/A □ Fire Sprinkler Test Water □Yes □No 00 N/A □ Miscellaneous Drain or Wash Water □Yes D No 00 N/A D Plazas sidewalks and oarking lots □Yes □No 00 N/A For "Yes" answers, Identify the additional BMP per Appendix E.1. Provide justification for "No" answers. E-36 Page2 of4 Revised 09/16 .. ., Site Design BMPa All development projects must implement site design BMPs S0-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E.2 thru E.6 of the BMP Design Manual (Volume 5 of City Engineering Standards) for information to implement site design BMPs shown in this checklist. Answer each category below pursuant to the following. • "Yes" means the project will implement the site design BMPs as described in Chapter 4 and/or Appendix E.2 thru E.6 of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMPs is applicable to the project but it is not feasible to implement. Discussion/justification must be provided. Please add attachments if more spa·ce is needed. • "NIA" means the BMPs is not applicable at the project site because the project does not include the feature that is addressed by the BMPs (e.g., the project site has no existing natural areas to conserve). Discussion~ustification may be provided. Site Design Requirement I Applied? SD-1 Maintain Natural DrainaQe Pathwavs and Hydrologic Features I @ Yes I D No I D NIA Discussion/justification if SD-1 not implemented: SD-2 Conserve Natural Areas, Soils, and VeQetation I 00 Yes I D No I D NIA Discussion/justification if SD-2 not implemented: SD-3 Minimize Impervious Area I 00 Yes I D No I D NIA Discussion/justification if SD-3 not implemented: SD-4 Minimize Soil Compaction I @ Yes I D No I O N/A Discussion/justification if SD-4 not implemented: SD-5 Impervious Area Dispersion I 00 Yes I D No I D NIA Discussion/justification if SD-5 not implemented: E-36 Page3 of4 Revised 09/16 ' ' Site Design Reauirement (continued) I Aoolied? SD-6 Runoff Collection I □Yes I l!l No I D NIA Discussion/justification if SD-6 not implemented: Nd+ ft"s.:b\t -w ~"-aJtl j ~ FR_ SD-7 Landscaping with Native or Drought Tolerant Species I D Yes I l!l No I D NIA Discussion/justification if SD-7 not implemented: Lo.~hl 4(>\'-.~ ~\ e1~ ~'1 SD-8 Harvesting and Using Precipitation I D Yes I 1!1 No I D NIA Discussion/justification if SD-8 not implemented: ho't ~t,\\t ~ ~-t "'' ,l,A/ s ~ R. E-36 Page 4 of4 Revised 09/16 B-60 HEIGHT/ BOUNDARY CERTIFICATION B-60 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form shall be completed to certify building height and/or boundary when requested by the Building Division. Permit#:~ -2-J;:i.B Assessor's Parcel Number: 2o5 -C(,D -Zt SiteAddress: /{e40 ~© Ale. Owner's Name ~ +rc>W ~I~ This is to affirm that on 02 .. \ '2. .. 2 022. {date) the structure being constructed on the site was surveyed by, or under the direction of, the undersigned. HIEGHT CERTIFICATION: D The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach 8 ½"x 11" sheets showing elevation(s) of structure where measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e. felt and roofing) to be installed after sheathing inspection, not to exceed:________ Total Height:--------'- BOUNDARY CERTIFICATION: 9( The boundary survey completed on the parcel establishes confirmation of setback compliance for the new construction oposed with this permit. The proposed setback shown on the design documents of b'-'It. -211 feet from the property boundary to the inside edge of the foundation forms is confirmed to be in compliance with the proposed design. Applicable easements and/or encroachments discovered were brought to the attention of the property owner, project applicant and/or designer for design consideration. Land records research and/or a field survey was 2 l -· ..,.. L I II completed to determine this compliance. C> ,:-jlt.N, M EA;;;;;:, 23 .. 9 ~~1,.11~' otOf: Mi/6 '•-I'/£/ "~2 11 ,__ * -it,' icA.'i.. MEAS u,9 :_:;" (CE.LL 7bo-~~-S'o3o') Seal of Registration ~/4.--- Registered Civil Engineer, Structural Engineer, or Licensed Land Surveyor NOTE: Property owner or eveloper may not certify building height. Planning Division Acknowledgement: _______________ Date: _____ _ PROJECT PLANNER Page 1 of 1 Rev. 10/21 INSULATION CERTIFICATE IC-1 Number and Street City '3~n JJ,-e,o County Subdivision Lot Number Description of Installation 1. ROOF Material 5"( cw £0 ~itA-: Thickness (inches) '?. _....._..aa... _______ _ Brand Name -'~""'-'-A--'--S----'-( _________ _ Thermal Resistance (R-Value)_ ... ~~3,~-------- 2. CEILING Batt or Blanket Type___________ Brand Name Thickness (inches)___________ Thermal Resistance (R-Value) ________ _ Loose Fill Type _______ ~-----Brand _________________ _ Contractor's min installed weighVft2 ____ lb. Minimum thickness ________ inches Manufacturer's installed weight per square foot to achieve Thermal Resistance (R-Value) 3. EXTERIOR WALL Frame Type _l,...)_-o_o_d~--------A. Cavity Insulation Material f;'S>e<~\~"55 Thickness (inches) _5:,,_.:Z..z...a':i°,.__ _____ _ B. Exterior Foam Sheathing --------Mater i a I --------------Thickness (inches) ---------- 4. RAISED FLOOR Material ---------------Thickness (inches) ----------- 5. SLAB FLOOR/PERIMETER Material ---------------Thickness (inches) -----------Perimeter Insulation Depth (inches) ----- 6. FOUNDATION WALL Material ---------------Thickness (inches) ----------- Declaration BrandName ::£,"'"'" ~ IYlG:nville Thermal Resistance (R-Value)~/2._:z,-1 _____ _ Brand Name Thermal Resistance (R-Value) --------- Brand Name Thermal Resistance (R-Value) --------- Brand Name Thermal Resistance (R-Value) --------- Brand Name Thermal Resistance (R-Value) --------- I hereby certify that the above insulation was installed in the building at the above location in conformance with the current Energy Efficiency Standards for residential buildings (Title 24, Part 6, California Code of Regulations) as indicated on the Loo'f t/f'I Item #s Item #s Item #s 09/16/2011 pplicab . ~~=--4d~a#-L-_---!...l/c::_JL-'Z Z 8 v,1{ J~r 5 Date Signature Date Signature Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) or Owner Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) or Owner Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) or Owner